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Grading and Drainage
• • Job No. 09-078B April 4th, 2014 Doris Quai Hoi City of Campbell — Public Works Department 70 North First Street Campbell, CA 95008 Re: 125 South San Tomas Aquino Road Final Submittal — Approved Grading and Drainage Plans / Permit No. 2013-00538 Doris, Please see attached: • One (1) wet -signed mylar set of the Approved Grading and Drainage Plans • Four (4) bond copy sets of the Approved Grading and Drainage Plans If you have any questions, feel free to contact me at (408) 236-2407. Very truly yours, / 9 Brandon Stieber, P.E. Design Engineer bstieber@ruthandgoing.com R+G Ruth and Going, Inc. Engineering Planning Mailing Address: P.O. Box 26460 San Jose CA 95159-6460 2216 The Alameda Santa Clara CA 95050 Ph: (408) 236-2400 Fax: (408) 236-2410 APR 0 4 2014 Public Works Administration �7� L11 CITY OF CAMPBELL 70 North First Street Campbell, CA 95008 Phone: (408),866 — 2166 Fax: (408) 376 — 0958 PROPERTY ADDRESS: PROJECT DESCRIPTION DATE: BY: The Submittal / Plans are ❑ APPROVED ❑ APPROVED WITH CONDITIONS ® NOT APPROVED — SEE COMMENTS ❑ OTHER �'ART'MENT OF PUBLIC WOF IMPROVEMENT PLAN REVIEW COPY: ❑ Applicant(s) ❑ Planning Department ® P.W. / Engineering 125 San Tomas Aquino Road Residential Subdivision, 4t" Review On -site Grading & Drainage Plans dated 3112113 March 24, 2014 James O'Connell, E.I.T., Frank Navaroo, P.E. V NOTE: � � FIE- � Upon re -submittal of these documents, please include: APR 0 1. a copy of these comments 2. an itemized response letter to each item Public �Norks Administratial i 3. the original redlined set 4. three sets of revised plans Failure to provide this may holdup. the review process. Please also note that submission of these comments does not constitute acceptance of any portion of these plans. COMMENTS General: 1. Lot 5 has a shared storm drain running through the driveway outside of.an easement area. It will be necessary to provide an easement for this line to ensure maintenance and repair. ply pF 1 itc��i lit. !� P ! Qh.4r G To C� � � �-rc -CIA1 Tc�i �V\ W�j Storm Drain Calculations: C>U1K1�' .. ujti_tr VjoQ,�! 0,1`i"l t CvAr''Pt p� 01J 2. The Storm Drain calculations show the incorrect acreage for Areas A1.14 & A1.15. Revise to the correct value, and resubmit the calculations. ill, 1'. i'mtitt�� ZNI��f rrs��Ptkj"¢1a'�=1tia�'1� (End of Corriments) C)r '(} . SY� y � -To &Rol A�A ic A 4�:wai %717 TT, wt" .G nn.�� MAR 2 � 10 i4 Page 1 of 1 • Job No. 09-078B April 1", 2014 Doris Quai Hoi City of Campbell -Public Works Department 70 North First Street Campbell, CA 95008 Re: 125 South San Tomas Aquino Road Final Submittal — Grading and Drainage Plans Doris, Please see attached: Ruth and Going, Inc. RT L cm Engineering Planning PLIblIC Worl"s At, Mailing Address: II„ P.O. Box 26460 San Jose CA 95159-6460 • One (1) wet -signed set of the Grading and Drainage Plans • One (1) copy of Private Storm Drain Easement (PSDE) Plat and Description for Lots 4 and 5 • One (1) copy of our written responses to Grading and Drainage comments by 3rd Party Reviewer (CSG), dated 3/24/14, our responses written in green. • Two (2) copies of our storm drain calculation spreadsheet showing hydraulic sizing of all storm drain piping, including 2 worksheets showing "Storm Drain Plan for Hydraulic Pipe Calculations" and "Tributary Areas for Hydraulic Storm Drain Calculations." • One (1) copy of "Geotechnical Review of Onsite Grading & Drainage Plans" from Stevens, Ferrone & Bailey, dated March 31st, 2014 If you have any questions, feel free to contact me at (408) 236-2407. Very truly yours; Brandon Stieber, P.E. Design Engineer bstieber@ruthandgoing.com 2216 The Alameda Santa Clara CA 95050 Ph: (408) 236-2400 Fax: (408)236-2410 r a El 12�evens errone Engineering Company, Inc March 31, 2014 Mr. Stuart Wagner Taylor Morrison - Bay Area Office 4309 Hacienda Drive, Suite 450 Pleasanton, CA 94588 Geotechnical Engineering Engineering Geology Storm Water Management Construction Observation & Testing Services Public Works Adrrliilistru icn Re: Geotechnical Review of Onsite Grading & Drainage Plans Palomar, Campbell, CA SFB Project No.: 168-55 Mr. Wagner: In accordance with the request of Ruth and Going, Inc., Stevens, Ferrone & Bailey Engineering Company, Inc. (SFB) has reviewed the geotechnical aspects of the on -site grading & drainage plans for the Palomar project located on San Tomas Aquino Road in Campbell, California. Previously, SFB performed a supplemental geotechnical investigation for the project and the results were presented in our report dated April 18, 2013. The on -site grading & drainage plans (14 sheets) reviewed by SFB were prepared by Ruth and Going, Inc. and were dated March 28, 2014. Based on our review, it is our opinion that the geotechnical aspects of the plans were generally prepared in accordance with our recommendations provided in our previous report. Our services have been limited to the review of the geotechnical aspects of the on -site grading & drainage plans and have been provided in accordance with generally accepted geotechnical engineering principles and practices. Opinions, conclusions and recommendations provided in this letter are meant to supplement our previous report; all previous conditions and limitations apply. If you have any questions or need additional information, please call our office. Sincerely, Stevens, Ferrone & Bailey Engineering Company, Inc. Ken Ferrone, PE, GE, CEG Civil/Geotechnical Engineer Certified Engineering Geologist Copies: Addressee (1 by email) Mr. Brandon Stieber (Ruth and Going, I by email) 1600 Willow Pass Court • Concord, CA 94520 o Tel 925.688.1001 Serving Northern and Central California, SacraMento, and Central Valley Regions www.sfandb.com 168-55.3 1:1 LEGAL DESCRIPTION FOR PRIN7ATE STORM DRAIN EASEMENT LOT 5 OF TRACT 10182. APP, 01 - 4.,t,0 IJt"Oifrs,Aa,d017 All that real property situate in the City of Campbell,'County of Santa Clara, State of California, being more particularly described as follows: Being a portion of Lot 5 as said Lot is shown on that certain Map for Tract 10182 recorded March 17, 2014 in Book 870 of Maps at Pages 8 through 10, inclusive, Santa Clara County ZD Records, being more particularly described as follows: BEGINNING at the westerly common corner of Lot 6 and Lot 5, as said Lots are shown on said Map for Tract 10182; Thence southerly along the most westerly line of said Lot 5 South 01' 31' 00" East 4.00 feet, to the southerly line of an existing Private Storm Drain Easement (4 feet wide) and the TRUE POINT OF BEGINNING of this description. Thence leaving said westerly line, along the following three (3) courses: 1) easterly along the southerly line of said existing Easement North 88' 29' 00" East 14.50 feet; 2) leaving said southerly line South 01' 3l' 00" East 17.00 feet to the northeasterly corner of an existing Private Storm. Drain Easement (4 feet wide); 3) westerly along the northerly line of said existing Easement South 880. 29' 00" West 14.50 feet to a point on said most westerly line of Lot 5; Thence leaving said existing Easement line northerly along said most westerly line North 0l ° 31' 00" West 17.00 feet to the TRUE POINT OF BEGINNING. Containing 247 feet, more or less. Prepared by: Ruth and Going, Inc. PO Box 26460 San Jose, CA 95159 March 31, 2014 R+G Job # 09-078B DISTINCTIVE SITE BOUNDARY (1)::: AREA OF LOT LINE (1) I:.:.:.::.:.::I NEW PSDE I :.:.: ...... :::I (247 SF) EASEMENT LINE UP—r-111ATAIA11 Ac ACRES POB POINT OF BEGINNING PSDE PRIVATE STORM DRAIN EASEMENT (R) RADIAL BEARING SF SQUARE FEET TPOB TRUE POINT OF BEGINNING _w 0 o N Z 00 z LINE TABLE LINE LENGTH BEARING L1 4.00'. S01'31'00"E L2 14.50' N88'29'00"E L3 17.00' S01'31'00"E L4 14.50' S88'29'00" W L5 17.00' N01'31'00"W j -� o T I REFERENCES LOT. 3 (1) " I (1) TRACT N0. 10182 (870 M 8-10) 45.62' I w o ENGLISH ROSE CIRCLE (PRIVATE ASTREET) a 1 LOT 4 (1) w _ o z LO (1)1,870 SF PO� 't I B 0.04 Ac TPOB 4' r 25.00 N01'31'00"W PSDE — — — L1 --- (1)Lq ........... I N01'31'00"W NJ LOT 5 (1) 3,333 SF 0.08 Ac ��\��----- ��� p0• 25.97' gyp, LJ _ 4' PSDE (1) Iw s to �_ I N � 0 F, I co :I N00'0930033E S. SAID TOMAS AQUINO ROAD L=2.51 --� A=02'52'43" 2 R-50'00' L4 LOT 6 0) --- Z 0' ' 10' 20' GRAPHIC SCALE 1" = 20' Q*F ESS1oNA� C. W No. CO29693 DR 3-31-15 o4/ol/14 RUTH AND GOING, INC. Plat to accompany + Civil Engineering Lond Surveying private Storm Drain Easement (PSDE) 2216 THE ALAMEDA SANTA CLARA, CA. 95050 TRACT 1V0. 10182 City of San Jose California (406) 236-2400 F::Date: 4/1/14 Job Na.: 09078B Drwn.: BJS Dept.: Survey Scale: 1"= 20' Chkd.: MCS CITY OF CAMPBELL 70 North First Street Campbell, CA 95008 Phone: (408) 866 — 2166 Fax: (408) 376 — 0958 The Submittal / Plans are: COPY: ❑ APPROVED ❑ Applicant(s) ❑ APPROVED WITH CONDITIONS ❑ Planning Department ® NOT APPROVED — SEE COMMENTS. ® P.W. / Engineering ❑ OTHER DEPARTMENT OF PUBLIC WORKS IMPROVEMENT PLAN REVIEW PROPERTY ADDRESS: 125 San Tomas Aquino Road PROJECT DESCRIPTION: 'Residential Subdivision, 2Id Review Off -site Grading & Drainage Plans dated 12/18/13 DATE: January 15, 2014 BY:' James O'Connell, E.I.T., Sophie Truong, P.E., PLS NOTE. - Upon re submittal of these documents, please include: 1. a copy of these comments 2. an itemized response letter to each item 3. the original redlined set .4. three sets of revised plans Failure to provide this may holdup the review process. Please also note that submission of these comments does not constitute acceptance of any portion of these plans. COMMENTS Off -Site Landscaping : 1. Only one sheet was provided with this submittal. If only one sheet is intended to be submitted for the landscaping plans, they should include the following: a. Reference to On -site Landscaping Plans for all applicable details. b. Note stating that the project incorporates landscaping that minimizes irrigation and runoff, promotes surface infiltration, minimizes the use of pesticides and fertilizers, and incorporates other appropriate sustainable landscaping practices such as Bay -Friendly Landscaping. c. Irrigation plans, including location of connection to On -site plans for service. `AViT. i JAN 23 H14 Page 1 of 1 `Doris Quai Hoi From: Doris Quai Hoi Sent: Wednesday, March 05, 2014 2:32 PM To: 'Stieber, Brandon' Cc: 'James O'Connell; 'Michael Sheehy'; 'Stuart Wagner' Subject: FW: 125 S. San Tomas Aquino, Campbell - Grading Plan Comments Importance: H 91_h- AffachmentsV125 S. San Tomas Aquino Road - S Hydraulic Calcs Brandon, I just .received an email from you and noticed.that you have private storm drain lines in the public service easement areas contiguous with the public ROW. There are also two locations where I see the lines crossing into the public. However regardless of whether this is schematics, the bigger picture is the overall location of the SD line. Resubmitted grading plans dated 2/21 /2014 for plan checking reconfirms what I am seeing. You can not have a private storm drain line in a public service easement area. Recall that the City had required a 10' PSE but you had requested a 5' PSE which the City Engineer approved. It seems as if this redesign stems from your comment #3. "3. We have redesigned the walkways in front of the houses to not only have the 2% cross slope, but also to have a low point 2-3 feet in from the back of walk. See attached pdf titled "Comment #3" for sample.grading for Lot 8 and it's pathway leading to the public sidewalk, this design will be applied to all lots fronting the public streets, which is how the landscape grading is designed along the frontage as well (see Detail F on Sheet 6). Detail F will also be modified to reflect this change to the walkways. Please let us know if this design satisfies this comment." Detail provided appears to have cleared this up. This redesign and resubmittal has been rejected; the city will not proceed with plan checking. Again, you can not have a private storm drain line in a public service easement area. Detail F on Sheet 6 doesn't show any private storm drain lines. Please revise and resubmit your grading plans for further plan checking. If I am mis-interpreting your design please explain. Thanks, Doris From: Stieber, Brandon[mailto:bstieber@ruthandgoing.com] 3/5/2014 Sent: Thursday, February 13, 2014 4:22 1 To: Doris Quai Hoi Cc: Stuart Wagner; James O'Connell Subject: RE: 125 S. San Tomas Aquino, Campbell - Grading Plan Comments Doris, See my comments below in red. Thank you, Brandon Stieber, P.E. Design Engineer Ruth and Going, Inc. 2216 The Alameda Santa Clara, CA 95050 Main: (408) 236-2400 Direct: (408) 236-2407 This message may contain confidential and privileged information. If you are not the intended recipient, disclosure is prohibited. Please delete and notify sender by reply e—mail. Thank you. From: Doris Quai Hoi [mailto:dorisgh@cityofcampbell.com] Sent: Thursday, February 13, 2014 3:36 PM To: Stieber, Brandon Cc: Stuart Wagner; James O'Connell Subject: RE: 125 S..San Tomas Aquino, Campbell - Grading Plan Comments Importance: High See my comments below. Also, could you send me a pdf of the grading plan sheet on stormwater I need to tie it to the maintenance agreement. The stormwater -sheets from the Grading Plans are not complete yet, do you want me to send them to you as is, or would you like to wait until they are completed after all of the comments from the last plan check have been incorporated? Stuart - Building DEMOLITION sign off by February 18th! From: Stieber, Brandon [mailto:bstieber@ruthandgoing.com] Sent: Thursday, February 13, 2014 11:42 AM To: Doris Quai Hoi Cc: Stuart Wagner Subject: RE: 125 S. San Tomas Aquino, Campbell - Grading Plan Comments Doris, I spoke with Stuart Wagner from Taylor Morrison this morning following a conversation that the two of you had regarding the Tract Map submittal. I just went down to City Hall and made the re -submittal of the Tract Map per your 3/5/2014 discussion with Stuart, I tried to subm , em directly to you so that we could t ace to face but I was told that you were in a meeting. Attached is a pdf of the included transmittal that lists all of the items that were included in the submittal. [Doris Quai Hoi] Received revised tract map. Routed to CSG. Got approval already from Planning. Will keep you posted When I get approval. {James, please do not plan check the tract map I sent you vial email as the plans have slightly changed. Revised plans are forthcoming in the mail.) Thank you for distributing the Tract Map to the appropriate departments and plan checkers. Feel free to give me a call to discuss any remaining items or next steps. As I mention in the transmittal, we're working diligently on the Grading Plan revisions and should have them to you either by the end of the week [Dori s Quai Hoi ] you mean tomorrow? or early next week [Doris Quai Hoi ] early next week won't meet the council date. Staff needs time to review the plans. The re -submittal of the Grading Plans will be early next week, there's still some work to be done to get them finished now that we've coordinated all of the remaining comments with CSG. We understand that staff needs time to review the plans, and we also now understand from your comment above that an early next week submittal does not meet the council date (I'm not sure which council date this is referring to, that was not the intention of my email). Due to the time constraints and amount of work left we can only do our best to get the plans in as soon as possible, I was simply trying to coordinate a re -submittal date with you for the Grading Plans. Thanks again for all of your help, it's very much appreciated. Regards, Brandon Stieber, P.E. Design Engineer Ruth and Going, Inc. 2216 The Alameda Santa Clara, CA 95050 Main: (408) 236-2400 Direct: (408) 236-2407 This message may contain confidential and privileged information. If you are not the intended recipient, disclosure is prohibited. Please delete and notify sender by reply e—mail. Thank you. From: Doris Quai Hoi[mailto:dorisgh@cityofcampbell.com] Sent: Wednesday, February 12, 2014 4:02 PM To: Stieber, Brandon; James O'Connell Cc: Sophie Truong; Stuart Wagner Subject: RE: 125 S. San Tomas Aquino, Campbell - Grading Plan Comments Brandon, Per my last paragraph of my email, yes, I did say that pdf was fine because you were only addressing minor redlined comments. But now you are changing what was not previously planned checked for. Therefore if you are modifying the tract map, it isn't minor, various departments become impacted and therefore must review the 3/5/2014 changes you have made. You may send three copies of the Final plans. State the changes that you made was not part of the redlined markup. Thanks, Doris Map along with copies of the grading to the map that From: Stieber, Brandon [mailto:bstieber@ruthandgoing.com] Sent: Wednesday, February 12, 2014 3:35 PM To: Doris Qua! Hoi; James O'Connell Cc: Sophie Truong; Stuart Wagner Subject: RE: 125 S. San Tomas Aquino, Campbell - Grading Plan Comments Doris, I just left you a voicemail. I understand that the Final Map has not been approved. What I don't understand is how the minor revisions to the Final Map impact the grading plan. Going over the Private Storm Drain Easements (PSDE) with another engineer in our office, we decided internally to add a couple PSDE between houses where the storm drain line was collecting water from both lots. This was a conservative effort on our part that was not directly related to any comment from CSG or the City. Due to a comment by CSG on the Grading Plan, we've added an extra sheet to the Grading Plan to show all of the easements in relation to the proposed utilities, but the proposed utility layout and the proposed site grading has not changed. The added easements aren't related to any CSG map or grading comments, we simply felt that they should be added. I agree that the Final Map and the Grading Plan should be a coordinated submittal, but earlier this week I was under the impression that you would review a pdf of the map (which is done and was just sent out) while we worked with CSG to resolve the comments on the Grading Plan (which we have done) so that we can now complete all of the revisions Please give me a call to discuss what steps you would like us to take toward our re -submittal of the Final Map and the Grading Plan. Thank you, Brandon Stieber, P.E. Design Engineer Ruth and Going, Inc. 2216 The Alameda Santa Clara, CA 95050 Main: (408) 236-2400 Direct: (408) 236-2407 This message may contain confidential and privileged information. If you are not the intended recipient, disclosure is prohibited. Please delete and notify sender by reply e—mail. Thank you. 3/5/2014 From: Doris Quai Hoi [mailto:dorisgh@cityofcampbell.com] Sent: Wednesday, February 12, 2014 3,18 PM To: Stieber, Brandon; James O'Connell Cc: Sophie Truong; Stuart Wagner Subject: RE: 125 S. San Tomas Aquino, Campbell - Grading Plan Comments Importance: High Brandon, The Final Map has not been approved, the City will advise you when it is ready for mylars. Since you have made further changes please send me three hardcopies. It will need to be routed to planning for their approval. It is also a change that impacts grading and I would feel more comfortable that it is coordinated together. The only reason why I said it was okay via pdf earlier was because the comments were minor. Thanks, Doris From: Stieber, Brandon[mailto:bstieber@ruthandgoing.com] Sent: Wednesday, February 12, 2014 3:10 PM To: 'James O'Connell' Cc: Doris Quai Hoi; 'Sophie Truong' Subject: RE: 125 S. San Tomas Aquino, Campbell - Grading Plan Comments Hi James, Thank you for your prompt response to my email, we appreciate you working with us on this last round of Grading Plan comments. We believe that all of your answers below are fair and reasonable and will have all comments properly addressed for the re -submittal. I've attached a pdf of the sheet that we're adding to our Grading Plan set in reference to comment number 6 (bullet 1) and comment number 7. This "Easement Limits Plan" shows the locations, type, and widths of all of the easements on the Final Map along with all of the proposed utility linework. This will now be Sheet 13 in our Grading Plan set, with the Blueprint for Clean Bay being bumped to Sheet 14. Please let me know if this sheet is acceptable to satisfy these comments. Also attached is a pdf of the updated Final Map (we've added a couple- Private Storm Drain Easement between a couple houses). Doris, We added a couple Private Storm Drain Easements (PSDE) to the map, so I've provided an updated Final Map copy for your review before we print to mylar. Thank you both again for all of your assistance. Regards, 3/5/2014 Brandon Stieber, P.E. Design Engineer Ruth and Going, Inc. 2216 The Alameda Santa Clara, CA 95050 " Main: (408) 236-2400 Direct: (408) 236-2407 This message may contain confidential and privileged information." If you are not the intended recipient, disclosure is prohibited. Please, delete and notify sender by reply e—mail. Thank you. From: James O'Connell [mailto:jameso@csgengr.com] Sent: Wednesday, February 12, 2014 1:18 PM To: Stieber, Brandon Cc: 'Doris Quai Hoi'; 'Sophie Truong' Subject: RE: 125 S. San Tomas Aquino, Campbell - Grading Plan Comments Hi Brandon, It appears that you have satisfied many of the comments, but for the ones that I disagree with I provided some responses below in red. Please call if you would like additional clarification. Thanks, .lames From: Stieber, Brandon [mailto:bstieber@ruthandgoing.com] Sent: Tuesday, February 11, 2014 3:37 PM To: 'jameso@csgengr.com' Cc: 'Doris Quai Hoi' Subject: 125 S. San Tomas Aquino, Campbell - Grading Plan Comments Hi James, It was nice talking to you yesterday afternoon and getting some direct contact with our plan checker. I'm following up on that conversation to go over the most recent Grading Plan comments dated January 15, 2014. I've attached pdf files of both the written comments and the plan set red -lines for your reference. I'd like to go through some of the comments that either we feel that we've already addressed or if there is a comment that we'd like to present our solution to you so that we know that it's acceptable for the upcoming final submittal. Sheet 3-4 - Grading and Drainage Plans 2. We've revised the grading of the driveway entrance on San Tomas Aquino Road so that runoff will not be directed offsite. Please take a look at the attached pdf titled "Comment #2" that shows a blowup of the area. No water will be directed offsite and the proposed condition will match section T on Sheet 6 that we previously prepared. Please let us know if this design satisfies this comment. Detail provided appears to have cleared this up. 3. We have redesigned the walkways in front -of the houses to not only have the 2% cross slope, but also to have a low 3/5/2014 point 2-3 feet in from the back of wal ; ee attached pdf titled "Comment #3" :sample grading for Lot 8 and it's pathway leading to the public sidewalk, this design will be applied to all lots fronting the public streets, which is how the landscape grading is designed along the frontage as well (see Detail F on Sheet 6). Detail F will also be modified to reflect this change to the walkways. Please let us know if this design satisfies this comment. Detail provided appears to have cleared this up. B (Bulletin No. 1) Because there's no possible way to fit all of the easement information on either the Grading Plan or the Utility Plan, we have added an extra sheet (at 30 scale) that will show the utility linework (we've frozen all of the text) along with all of the easements identified by type and width. We have worked out the proposed easements for the fire hydrants with SJWC and have decided to designate them as Public Service Easements (PSEs) and dedicate them with Tract No. 10182. We've revised the Tract Map to include all of your comments as well as the easements that we've worked out with SJWC, please see the attached revised map. Also included are markups of the proposed PSEs for the SJWC fire hydrants (one for each FH, eastern and western). OK. (Bulletin No. 3) See response to comment number 2 above. OK. (Bulletin No. 5) It appears that we have slope arrows and percentages for all gutter flow lines shown from our previous submittal. I'll take a look to make sure that we're not missing any, but we feel that this comment was addressed last round. Just glancing at the plans I saw half a dozen arrows in the street and gutters without a percentage provided. Please review carefully. (Bulletin No. 6) The supplemental legend is on Sheet 5. Now I understand that this is a bit undesirable when looking through the grading on Sheets 3 and 4 and having to look forward in the plan set to find the legend. We can copy the supplemental legend (and possibly expand it if needed) onto Sheet 2 or 3 so that it's more towards the front of the plan set. Let us know where you'd like us to place our supplemental legend. Many of the improvements without a Legend are not necessary to be shown on this sheet. You should be able to freeze the items that can be shown in the utility sheet. (Bulletin No. 7) We don't feel that finish grade contours are necessary on this project due to the extraordinary amount of grading detail that we have in place on Sheets 3 and 4. We split up the site and knocked the grading sheets down to 10 scale in order to satisfy the required amount of grades throughout the site. Please let us know if this is absolutely necessary given the detail of the grading. This is standard from the Campbell checklist. If the City agrees with your assessment, than they can be left off the grading plans. Given that the site only varies about 5' from the highest to lowest point, we would tend to agree with you. (Bulletin No. 8) On Sheet 4 we call out a fence and to see landscape plans for fence details. We will add more of these callouts on Sheet 3 and other various locations on the grading sheets. Typically we don't refer to details on other disciplines plans (such as a fence detail on the landscape plans). Will these additional callouts satisfy this comment. The reference was meant to be for the walls/fences between lots, which normally have a section detail. It is also not clear where walls/fences are intended to be. A unique linetype would probably help clarify along with additional.callouts. 7. See response to number 6 (Bulletin 1). This information will be shown on the added sheet. OK. 3/5/2014 9. The "retaining walls" encompassing,' _ _,.'tions of the northern and western prl ., „,ty line are actually precast concrete soundwalls. We reference them on sections A, D, and E on Sheet 6. There aren't currently any plans to reference these walls to since they will be designed by the precast concrete manufacturer when they are hired to prepare their shop drawings. What typically happens is the wall manufacturer does all of the shop drawings and calculations, and then they actually go through the City's building department to obtain a building permit because the wall is -over 6' high and is considered a structure. Providing additional callouts along the'boundary should be sufficient. Normally we see this with_a construction note and a number, but you can feel free to identify the walls as you see fit. We also normally see the abbreviation S.L.D. (See Landscape Drawings) for references. 10. The only thing encroaching into the 5' easement from Lot 5 is the fence. I took a look at the language on the Parcel Map and it states that "said public service easement is to be kept open and free from building and structures of any kind EXCEPT public service structures, irrigation systems and appurtenances therto, lawful fences, and all unsupported roof overhangs." So by this easement language, the fence is allowed to be in the easement. We did try to keep it out as much as we could, and by doing this we put it on top of an.area drain, good catch. This AD has been relocated OK. Sheet 5 - Composite Utility Plan 11. This request seems like overkill. We can give a typical slope on all SS laterals (1% or 2%) and then we can provide through inverts at all of the wyes. _The SS main in the private street is always much deeper than the lateral feeding into it, and the contractor can have flexibility as to exactly how he's going to bring the lateral into the main. We do not think that it is overkill, as there are many lateral connections that are shown between manholes. There is also a concern that with the sanitary sewer and storm drain lines at very close invert elevations the laterals may cause conflicts or require additional considerations such as concrete saddles. It may not be necessary to identify every lateral and crossing location, but at least every other one should be shown to assure that no conflicts are present. 12. We matched the hydrant locations with the SJWC plans and have worked out the easements with SJWC around the hydrants. See response to comment 6 (bulletin 1). OK. 14. This is a good catch. The CAD that we initially provided to SJWC was missing that WM, and they didn't catch it on our updated CAD. The good news is that they priced and designed their water system for 25 units and 25 services, so there will be no change to the agreement between them, and the owner. I spoke with my contact at SJWC and sent him our layout for the water meter at Lot 5 (see attached pdf titled "Lot 5 Water Meter"). This was approved by SJWC and they will be providing written confirmation that this issue has been reviewed and resolved. SJWC will also be providing written confirmation of their approval to designate the easement for the fire hydrants as PSEs and have them dedicated on the Tract Map. SJWC has also said that after they receive their remaining fees and review the revised Tract Map that I sent them today, they will revise their. drawings to reflect these changes and issue new water design plans. OK. 15. We typically don't show details on our plans for the water meter or the backflow device. Note 3 on Sheet 5 addresses domestic water piping and required backflow preventor information. Would you like us to reference the SJWC plans for these details? The City requires that the details be shown on these plans. 3/5/2014 16, On our supplemental legend on S 5 there is a symbol for a storm draii _,,at with a reference to detail AA on Sheet 12. There are also multiple other symbols and references to details shown in this legend. Is this sufficient to satisfy this comment? This was likely an oversite, you can. disregard this comment. I apologize for the extensive amount of narrative and supplemental attachments, but I think that it's best that we hash out these comments before we re -submit. Feel free to call me with any questions or comments. Thank you, Brandon Stieber, P.E. Design Engineer Ruth and Going, Inc. 2216 The Alameda Santa Clara, CA 95050 Main: (408) 236-2400 Direct: (408) 236-2407 This message may contain confidential and privileged information. If you are not the intended recipient, disclosure is prohibited. Please delete and notify sender by reply e—mail. Thank you. *** eSafe 8 scanned this email for malicious content *** *** IMPORTANT: Do not open attachments from unrecognized senders *** *** eSafe 8 scanned this email for malicious content *** *** IMPORTANT: Do not open attachments from unrecognized senders *** 3/5/2014 camp&camp associates planning & landscape architecture 125 S. Tomas Aquino Date: Feb. 26; 2014 Project: 125 S. San Tomas Aquino Project No.: 11-016 Campbell, CA The following are responses to the City of Campbell comments pertaining to Camp and Camp Associates scope of work dated January 29, 2014 received from Daniel Fama. Our comments at Camp and Camp are in green. REVISIONS TO PLANS 2. Landscaping and Irrigation Plans: The following revisions to the landscaping and irrigation plans are required: a. Backflow Prevention Devices: Relocate each lot -specific irrigation backflow prevention device to within the individual unit patios, out ofpublic view. Backflow Preventors are now located within private patio areas. b. Water Budget Worksheets: On a separate sheet, provide completed and signed waterbudget calculations and water usage worksheets, in compliance with the Campbell Water Efficient Landscaping Guidelines (Ch. 2.7, Div. 2, of Title 23 of the California Codeof Regulations). Water Budget Worksheets which include water budget calculations and water usage are now included on the on -site and off -site irrigation plans. c. Compliance Statement: Provide a compliance statement indicating that the landscaping and irrigation plans comply with the Campbell Water Efficient Landscaping Guidelines (Ch. 2.7, Div. 2, of Title 23 of the California Code of Regulations). Compliance Statements are now included on the on -site planting specification and irrigation legend sheets. Compliance Statements are also included on the off -site planting plan and off -site irrigation legend sheets. PREPARED BY:COREY MCCANNON I OF CA`11�(A U t� 0 0 F 611 . �kC Fi A80 Transmittal To: Brandon Stieber Company: Ruth and Going, Inc. Address: 2216 The Alameda Santa Clara, CA 95050 Doris C. Quai Assistant Engineer City of Campbell 70 North First Street Campbell, CA 95008 Phone: (408) 866-2157 Fax: (408) 376-0958 E-Mail:. dorisgh@cityofcampbell.com Date: June 24, 2013 Re: 125 S. San Tomas Aquino Road - Off -Site Street Improvement Plan Checks and Grading Plan Check Comments ❑ Urgent Q For Review ❑ Please Comment ❑ Please Reply ❑ Please Recycle • Enclosure: 1. Plan Check Redlined Plans - Off- Site 4/18/13 2. Plan Check Redlined Plans - Grading and Drainage 4/18/13 3. Off -Site Plan Check Comments 6/19/13 4. Grading Drainage Plan Check Comments 6/17/13 5. Checklist for Street Improvements 6. Checklist for Grading and Drainage 7. Conditions of Approval 8. Electrical Specifications and Details - For your use 9. Details: A-3, 1, 7, 8, 12, 13, D-16.2, D-20, R-17 10. Redlined Tract Map 4/30/13 11. Tract Map Plan Check Comments 4/30/13 • Comments: Please review and address comments. Please contact me if you have any questions or comments. Thank you. J:\LandDev\Plan Check Comments\STAR S 125\Transmittal Ruth and Going 2013 June 24.DOC CSG CONSULTANTS, INC. LETTER OF TRANSMITTAL To: City of Campbell Date: 70 North First Street Project: June 19, 2013 On -site and Off -site Improvement Plans Campbell, CA 95008 Permit No: Att: Doris Quai Hoi Job Address: 125 S San Tomas Aquino Rd, Campbell Assistant Engineer SUBJECT: 125 S San Tomas Aquino Rd, hmprovement Plans PC#1 CSG# 13E-0038 We Are Sending You: Via: ❑Courier ❑Exp. Mail ❑Deliveiy ®Reg. Mail ❑ Attached ❑Other The Following Items: ❑ Photocopies ❑ Prints ® Plan Originals ❑ Report ❑Proposal ❑ Specifications ❑ Shop Drawings ❑ Change Order ❑ Other Maps and Deeds ® Redlined comment sheet ❑ Checklist Copies Date No. Description 1 4/18/13 On -Site Redlined Plans, comments, and checklist 1 4/18/13 Off -Site Redlined Plans, comments, and checklist These Are Transmitted As Checked Below: ❑ For signature ❑ For review and comment ❑ No exception taken ❑ For approval ❑ Returned after loan to us ® Returned for resubmittal ❑ For your use ❑ Response to proposal request ® With corrections noted ® As requested ® Plan is NOT approved ® Return to engineer/architect for corrections Remarks: Per your request, please find attached comments and redlined plans Please feel free to contact us should you have any questions. From: P.E., PLS Senior Engineer Jbf 2 ® 223 13 1'ub11C VlrG;fts��'l1l�rifS�i;i7ui; 1700 South Amphlett Boulevard 0 3`d Floor 0 San Mateo 6 CA 0 94402 0 Tel (650) 522-2500 0 Fax (650) 522-2599 CITY OF CAMPBELL The Submittal / Plans are: COPY: 70 North First Street ❑ APPROVED ❑ Applicant(s) Campbell, CA 95008 ❑ APPROVED WITH CONDITIONS ❑ Planning Department Phone: (408) 866 — 2166 ® NOT APPROVED — SEE COMMENTS ® P.W. / Engineering Fax: (408) 376 - 0958 ❑ OTHER I DEPARTMENT OF PUBLIC WORKS I MAP CHECK PROPERTY ADDRESS: 125. San Tomas Aquino Road PROJECT DESCRIPTION: Residential Subdivision, 1st Review Off -Site Improvement Plans dated 4118/13 DATE: June 19, 2013 BY: Sophie Truong, P.E., PLS NOTE. Upon re -submittal of these documents, please include: 1. a copy of these comments 2. an itemized response letter to each item 3. the original redlined set 4. three sets of revised plans Failure to provide this may holdup the review process. Please also note that submission of these comments does not constitute acceptance of any portion of these plans. COMMENTS General- 1. Please see redlined plans for additional comments not shown hereon. 2. Provide a demolition plan for the street improvements that identify items for removal or for protection. This should be coordinated with the PG&E and Giacalone plans. Sheet 1— Title:. 1. Note 5: Please provide a copy of the Supplemental Geotechnical Letter dated 4/18/2013. 2. Provide a basis of bearings for horizontal control. Sheets 2-3 — Improvement Plans & Profiles: 3. Provide a bearing on the station line with a tie to the basis of bearings for horizontal control. 4. Show north arrow on sheet 2 and a graphic scale on both sheets. 5. Please make the station line more visible (darker or thicker). 6. Please show the following information on the profiles: o Thickness representation of each pipe in dash line o Existing grade (dash line) at (identify location) o Incoming new piping to each MH. o All other existing utilities in the street. o Location of the driveway and depressed curb. 7. Identify the saw -cut line in the street on plan view. Pagel of 2 CITY OF CAMP LL 8. Provide elevations every 40' or as needed, at the back of walk (BOW) for verification that the elevations match the on -site grading plans. 9. Show Right -of -Way and street widths. Page 2 of 2 a . a "I CITY OF CAMPBELL The Submittal / Plans are: COPY: 70 North First Street ❑ APPROVED [IApplicant(s) Campbell, CA 95008 ❑ APPROVED WITH CONDITIONS ❑ Planning Department Phone: (408) 866 — 2166 E NOT APPROVED — SEE COMMENTS E P.W. / Engineering Fax: (408) 376 — 0958. ❑ OTHER I DEPARTMENT OF PUBLIC WORKS I MAP CHECK PROPERTY ADDRESS: 125 San Tomas Aquino Road PROJECT DESCRIPTION: Residential Subdivision, 1st Review On -site Grading & Drainage Plans dated 4/18/13 DATE: June 17, 2013 BY: Sophie Truong, P.E., PLS NOTE. Upon re -submittal of these documents, please include: 1. a copy of these comments 2. an itemized response letter to each item 3. the original redlined set 4. three sets of revised plans Failure to provide this may holdup the review process. Please also note that submission of these comments does not constitute acceptance of any portion of these plans. COMMENTS General: 1. Please see redlined set for additional comments. 2. Please note that this project disturbs slightly over 2 acres. You must obtain coverage under the State General Construction Permit. A SWPPP must be prepared and an NO[ must be filed with the state using SMARTS. Provide a copy of the SWPPP and application or WDID number for City files. With next submittal, please provide the following: o Copy of the soils report by Stevens Ferrone and Bailey prepared 4/18/13, as noted in note 3, sheet 1. o Landscaping Plans o Hydrology/hydraulics Report for the storm drain system, prepared in accordance with COA # 18. o A copy of the SWPPP o Joint Trench Plans 4. The soils report prepared by Cornerstone Earth Group dated 12/9/11(prepared for the sole purpose of evaluating percolation rates) references another report prepared by them for the site dated 8/24/11. Please provide a copy with next submittal. A soils report must be prepared evaluating subsurface conditions and soil bearing capacity, and must provide recommendations for structural sections of streets and hardscape, at minimum. 5. Provide evidence that the improvement plans have been approved by the following Agencies: Fire Department, San Jose Water Company, and West Valley Sanitation District.. Page 1 of 4 CITY OF CAMPf -LL Sheet 1—Title: 6. Note 12: Please provide evidence that this requirement has been met. 7. Note 16: Please clearly identify which sets of plans were prepared for this project. If detailing of site work shown on the plans is detailed on a different set (such as fences and walls), please provide this set for review, and add a reference on the Civil sheets where the improvement item can be found. 8. Provide earthwork quantities on the title page. 9. Provide total disturbed area on the title page. Sheet 2 — Existing Conditions and Demolition Plan: 10. Please note that a separate demolition permit must be obtained from the City for demolition of existing structures and removal of well MW-1 (ref. COA#7, COA#15). Please coordinate with city staff regarding the requirements of the demolition permit. 11. Please note that the PG&E easement at the northeast corner of the site is labeled as "to remain" on the final map. Please clarify. 12. Identify existing drainage patterns by the use of drainage arrows on the adjacent property to the west. 13. Please note that COA # 20 allows for 3-10" diameter trees to be removed (and new tress to be installed). Please clearly identify the trees to be removed on the demolition plan. Sheets 3-4—Grading & Drainage Plans: 14. A significant amount of elevation information is missing from the proposed plans. Please see redlined set for the type of information to be shown. 15. Please include the following: o All existing to remain or proposed easements to match the final map. o Widths of the private street to match the cross -sections and tentative map. o Grade breaks (identified by dashed lines and "GB") and ALL high points ("HP") defining drainage areas, particularly where those grading features may be indicative of the limits of self -retaining areas. o Cross -slopes on the street and on the walkways. o Slopes along the gutter flow line. o All "P" elevations below "TC" elevations to verify drainage. o Label all stairs/steps in a.clear fashion identifying the number and height of the steps. o Symbols presented on this plan should match the legend presented on the title page. It is recommended to also include the relevant symbols and legend on this sheet for ease of use. o Elevations at each building corners and at each lot corners to ensure positive drainage away from structure. Please note that slopes shall be a minimum of 5% for 10' in landscaped areas or 2% for 10' in hardscape areas. o Finish grade contour lines at 1' intervals. o Walls and fences between lots, if any. Provide a detail or reference to detail/sheet number if these items are detailed on a different set (landscape, structural...) o Pad elevations. o Rim elevations for all area drains. 16. Please clearly show, by the use of sufficient spot elevations, how surface drainage is accomplished between every lot. You must clearly indicate drainage to the nearest area drains. 17. Clearly indicate the path of overland release and show arrow in legend. Page 2 of 4 CITY OF CAMPB-_L 18. Provide a section through the main driveway into the subdivision to ensure that runoff will be contained on -site. Additionally, please show (screened ok with a reference to the off -site plans) the driveway approach. 19. Please note that all concrete walkways must be sloped to drain to adjacent landscape. No runoff is allowed off -site. Furthermore, the walkways located along the outside boundaries are within self -retaining areas and thus must drain to landscape. 20. Provide callouts for the details shown on sheet 6 such as details L, M, and N. 21. Should the symbols for the catch basins in the street match the one on the legend? The dark triangle apparently represents a drop inlet and this appears not to be the intent. 22. The screen walls along the west property line appear to have several discrepancies with detail D, Sheet 6 with respect to TW, BW, G elevations. If BW represents to the top of footing, but adjacent FG is lower, how will that work? Revise detail D or provide another detail, or revise grades in general. 23. If BW is the top of footing, and G the finish grade on your site, then there appears to be a retaining wall situation along the northerly property line. If so, clearly indicate as such and provide a complete detail for the wall and foundation system. Sheet 5 —Composite Utility Plan: 24. Provide the following information on the plans: o Rim elevations for all SSMH's and SDMH's. o Invert elevations at all major junction points along the SD system. 25. The fire hydrant on the north side is not connected to the water main. 26. There is an existing SD lateral which appears to connect no drainage appurtenance to the system. 27. Provide details (or reference City Standard Details) for the following: o Cleanouts o Roof water leaders o Area drains o SDMH /SSMH o Catch basins o Water meters o Irrigation backflow preventers o Pipe bedding 28. Check that all minimum clearances required between the different utility lines (particularly SS and W) are being met. For example, water mains should be installed 1' higher than crossing sewer mains. 29. Check all utility crossings for conflicts throughout the site, particularly near the main entrance fronting Lot B. 30. The plans do not indicate the water connection to the City's main on S. San Tomas Aquino Rd. What is the intent? Please revise plans as needed. 31. The plans do not indicate the JT connection to the various dry utilities in the street. What is the intent? Revise as needed. 32. Provide a signed letter from the soils engineer indicating runoff infiltrating into the ground from the infiltration measure will not cause damage to surrounding improvements, particularly. building structures. Page 3 of 4 a CITY OF CAMP_ ^LL Sheet 5 — Composite Utility Plan: 33. Section C: Final map indicates distance from PL to PL is 31.9, but section says min. 27'. Where does this occur? Please review all sections to ensure the distances shown from PL to PL match the final map. Section A is missing the PL along the outside boundary by the screen wall. 34. Please provide a structural section for the street that complies with the requirements of the soils report. 35. Please see redlined plans for comments. Sheets 7-8: NPDES Provision C.3 Comments: 36. With next submittal, please provide the "Provision C.3 Data Form" and the "Infiltration Feasibility Worksheet", both available on the City's website. 37. Self -retaining areas must be designed to detain the runoff on flat or nearly flat ground that is bermed on each side. The minimum ponding depth of 3" must be shown on plan by use of sufficient spot elevations (a single typical section is insufficient). 38. Prepare maintenance plans for treatment and infiltration measures. 39. Property Owner/HOA shall enter into a Maintenance Agreement with the City to ensure long- term maintenance and inspection by the Property Owner/HOA of stormwater site design (self - retaining) and treatment control measures according the approved Maintenance Plan(s). The Maintenance Agreement shall be made a part of the CC&Rs recorded for the property. 40. Provide a true cross-section with elevation information for the Ecorain system. Indicate top and bottom of tank, finish grade, and invert elevations and pipe diameters for all in/out piping. Sheet 9-10 — Erosion Control Plans: 41. Please note that this plan shall match the plan presented in the SWPPP. Under no circumstances shall there be 2 separate erosion control plans present on -site during construction. Landscaping Plans: (Note: Although the landscaping plans were not reviewed at this time, please ensure that the comments below are addressed before submittal.) 42. Provide evidence that the project incorporates landscaping that minimizes irrigation and runoff, promotes surface infiltration, minimizes the use of pesticides and fertilizers, and incorporates other appropriate sustainable landscaping practices such as Bay -Friendly Landscaping. Page 4 of 4 Conditions of Approval Tentative Vesting Subdivision Map PLN2011-256 - 125 S. San Tomas Aquino Road Page 3 h. Provision for regular monitoring and- maintenance of the stormwater system, in accordance with the manufacturer's recommendations. [MITIGATION MEASURE 9(a)] L Provision for regular monitoring and maintenance of the private sanitary system as described by the designing engineering, and as approved by the City Engineer. j. Provision for the availability of interior garage space for the parking of two vehicles at all times. k. Provision to prohibit the use of outside parking spaces for storage purposes, including boats', trailers, and recreational vehicles. I. Provision . to prohibit vehicle washing, and vehicle repair and maintenance activities in the project site, including, but not limited to garages and common parking areas. -[MITIGATION MEASURE 9(b)] m. Provision that requires that all landscaping, including. but not limited infiltration plantings, be maintained as depicted on the final landscaping plan. [MITIGATION MEASURE 9(c)] PUBLIC= -,WORKS DEPARTMENT 210: Final tMap -Prlor to issuance of any grading or building permits for the project, the applicant shall submit a final map for review by the City and recordation, upon approval by the City Council, pay _various fees/deposits and submit the map in a digital format acceptable to the City. 11 F Covenants Conditions; :and.�Restrictions :._Provide copies of CC&R's for review and approval by the City prior to recordation of the final map and CC&R's. 12: Preliminary Title. Report Upon submittal of the tract map, the applicant shall provide a :.; _ . :. current (withinthe past 6 months) Preliminary Title Report. 1`.3;:._ Public.=Service `Easement and Sidewalk Easement. `Upon=recordation of the final map, the applicant shall grant a 10 public service easement and sidewalk. easement on, private property contiguous with the public right-of-way along the Bucknall Road and S. San Tomas Aquino Road frontage, unless otherwise approved by the City Engineer. The applicant shall cause all documents to be prepared by a registered civil engineer/land surveyor, as necessary, for the City's review and recordation. 14._. Private Easements Upon recordation of the -final map, the applicant shall cause private easements to_be recorded for private open space, private utilities, private storm drains, reciprocal ingress and egress, emergency vehicles, etc. 15.be: m6lition Prior to recording of the final Map, the applicant shall obtain a Demolition Permit and remove any nonconforming structures. i Conditions of Approval Tentative Vesting Subdivision Map PLN2011-256 - 125 S. San Tomas Aquino Road Page 4 16. Monumentation for Final Map: Prior to recordation of the final map, the applicant shall provide a cash deposit for setting all monuments shown on the map. Monuments shall be set per section 20.76.010 of the Campbell Municipal Code. 17. Soils Report: Prior to issuance of any grading or building permits for the site, applicant shall provide a Soils Report prepared by a registered geotechnical or civil engineer. 18. Grading and Drainage Plan: Prior to recordation of the final map, the applicant shall conduct hydrology studies based on a ten-year storm frequency, prepare an engineered grading and drainage plan, and pay fees required to obtain necessary grading permits. Prior to occupancy, the design engineer shall provide -written certification that the development has been built per the engineered grading and drainage plans. 0- 19. Storm Drain Area Fee: Prior to recordation of the final map, the applicant shall pay the required Storm Drain Area fee, currently set at $2,385 per net acre, which is $4,842. 20. Tree Removal(s): To accommodate the required street improvements three 10" diameter trees may be removed as part of this project. New trees will be installed to replace the trees removed. 21. Utilities: All. new on -site utilities shall be installed underground per Section 21.18.140 of the Campbell Municipal Code for any new or remodeled buildings or additions. Applicant shall comply with all plan submittals, permitting, and fee requirements of the serving utility companies. 22. Under -grounding Street Frontage Utilities_: All overhead utility lines along the project's public street frontages (Bucknall Road and S. San Tomas Aquino Road) shall be installed underground per Section 21.18.140 of the Campbell Municipal Code. Applicant shall comply with all utility applications, plan submittals, permitting, and fee requirements of the serving utility companies. 23. Water Meter(s) and Sewer Cleanout(s): Existing and proposed water meter(s) and sewer cleanout(s) shall be relocated or installed on private property behind the public right-of-way line. 24. Utility Coordination Plan: Prior to issuance of building permits for the site, the applicant shall submit a utility coordination plan and schedule for approval by the City Engineer for installation and/or abandonment of all utilities. The plan shall clearly show the location and size of all existing utilities and the associated main lines; indicate which utilities and services are to remain; which utilities and services are to be abandoned, and where new utilities and services will be installed. Joint trenches for new utilities shall be used whenever possible. i Conditions of Approval Tentative Vesting Subdivision Map PLN2011-256 - 125 S. San Tomas Aquino Road Page 5 25: Pavement Restoration:` -Based on the utility coordination plan, the applicant shall prepare a pavement restoration plan for approval by the City Engineer prior to any utility installation or abandonment. Streets that have been reconstructed or overlaid within the previous five years will require boring and jacking for all new utility installations. Bucknall Road nor S. San Tomas Aquino Road have not been reconstructed or overlaid in the last 5 years. The pavement restoration plan shall indicate how the street pavement shall be restored following the installation or abandonment of all utilities necessary for the project. 26. Street Improvements: Prior to recordation of the final map, the applicant shall execute a street improvement agreement, cause plans for public street improvements to be prepared by a registered civil engineer, pay various fees and deposits, post security and provide insurance necessary to obtain an encroachment permit for construction of the standard public street improvements, as required by the City Engineer. The plans shall include the following, unless otherwise approved by the City Engineer: Bucknall Road a. Show location of all existing utilities within the new and existing public right of way. b. Relocation of all existing utilities including utility boxes, covers, poles, etc. outside of sidewalk area. No utility boxes, covers, etc. will be allowed in the sidewalk area. c. Removal of existing driveway approach, sidewalk and necessary curb and gutter. d. Removal of uplifted/damaged curb and gutter. e. Installation of City approved street trees, sod and irrigation. . f. Installation of City standard curb, gutter and sidewalk. g. Installation of asphalt concrete overlay per street pavement restoration plan for utility installation and/or abandonment, as. required by the City Engineer. h. Installation of streetlights, conduits, conductors and related facilities in accordance with the City of Campbell's Street Lighting Policies. i. installation of traffic control, stripes and signs. j. Construction of conforms to existing public and private improvements, as necessary. k. Submit final plans in a digital format acceptable to the City S.-San Tomas. Aquino -Road a. Show location of all existing utilities within the new and existing public right of way. b. Relocation of all existing utilities including utility boxes, covers, poles, etc. outside of sidewalk area. No utility boxes, covers, etc. will be allowed in the sidewalk area. c. Removal of existing driveway approaches, sidewalk and necessary curb Conditions of Approval Tentative Vesting Subdivision Map PLN2011-256 - 125 S. San Tomas Aquino Road Page 6 and gutter. d. Removal of existing uplifted/damaged curb and gutter. e. Installation of City approved street trees, sod and irrigation. f. Installation of City standard curb, gutter, sidewalk and ADA compliant driveway approach. g. Installation of asphalt concrete overlay per street pavement restoration plan for utility installation and/or abandonment, as required by the City Engineer. h. Installation of streetlights, conduits, conductors.and related facilities in accordance with the City of Campbell's Street Lighting Policies. i. installation of traffic control, stripes and signs.. j. Construction of conforms to existing public and private improvements, as necessary. G k. Submit final plans in a digital format acceptable to. the City 27. Maintenance of Landscaping Owner(s), current and future, are required to maintain the landscaped park strip and tree wells in the public right of way. This includes, but is not limited to: trees, lawn, plantings, irrigation, etc. Trees shall not be pruned in a manner that would not allow the tree to grow to a mature height. 28. Utilily Encroachment Permit: Separate permits for the installation of utilities to serve the development will be required (including water, sewer,.gas, electric, etc.)..Applicant shall apply for and pay all necessary fees for utility permits for sanitary sewer, gas, water, electric, and all other utility work. 29. Additional Street Improvements: Should it be discovered after the approval process that new utility main lines, extra utility work or other work is required to service the development, and should those facilities or other work affect public improvements, the City may add conditions to the development/project/permit, at the discretion of the City Engineer, to restore pavement or other public improvements to the satisfaction of the City. 30. Stormwater Pollution Prevention Measures: Prior to issuance of any grading or building permits, the applicant shall comply with the National Pollution Discharge Elimination System (NPDES) permit requirements, Santa Clara Valley Water District requirements, and the Campbell Municipal Code regarding stormwater pollution prevention. Specifically the project must include source control, site design and treatment measures to achieve compliance with Provision C.3. of the NPDES Permit. Measures may include, but are not -limited to, minimization of impervious surface area, vegetated swales, infiltration areas, and treatment devices. The primary objectives are to improve the quality and reduce the quantity of stormwater runoff to the bay. Resources to achieve these objectives include Stormwater Best Management Practices Handbook for New Development and Redevelopment ("CA BMP Handbook") by the r Conditions of Approval Tentative Vesting Subdivision Map PLN2011-256 - 125 S. San Tomas Aquino Road Page 7 California Stormwater Quality Association (CASOA), 2003; Start at the Source: A Design Guidance Manual for Stormwater Quality Protection (`Start at the Source") by the Bay Area Stormwater Management Agencies Association (BASMAA), 1999; and Using Site Design Techniques to Meet Development Standards for Stormwater Quality: A Companion Document to Start at the Source ("Using Site Design Techniques") by BASMAA, 2003. Upon submission of the final map, the applicant shall calculate and submit to the City the amount of impervious surface created by the development including the types of stormwater controls to be used. The applicant shall submit preliminary sizing and design showing stormwater controls meet the City's requirements Prier to recordation of the final map: a. The applicant's designer or engineer shall submit the required certification indicating that sizing, selection, and design of treatment BINIP's for the project site has been completed to meet the requirements of the City of Campbell's NPDES permit, No. 01-119, Provision C.3. b. The applicant shall sign the "Covenants for the Operation and Maintenance of Stormwater Facilities" and submit a Stormwater Management Plan. Prior to occupancy: a. A qualified BMP certifier is required to inspect the stormwater management facilities, submit a complete set of as -built drawings to Public Works Engineering, and certify on these drawings that: 1. The stormwater management facilities Were constructed in compliance with the approved plans. 2: The as -built drawings show all pertinent constructed dimensions, elevations, shapes, and materials. 3. All variations in construction from the approved design plan have been identified, including omissions to and additions from the approved plan. 4. Any changes are in conformance with local, state, or federal regulations. b. The applicant shall provide security for the operation and maintenance of stormwater pollution prevention measures installed or provided as a part of this project. The applicant shall also comply with any other or new conditions as required by the City of Campbell's most current NPDES permit. 31. State General Construction Activity Permit: Prior to issuance of any grading or building permits, the applicant shall comply with the State General Construction Activity Permit requirements including paying fees, filing a Notice of Intent and providing a Storm Water Pollution Prevention Plan (SWPPP). The applicant shall provide the City with a copy of the filed Notice of intent and SWPPP. Conditions of Approval Tentative Vesting Subdivision Map PLN2011-256 - 125 S. San Tomas Aquino Road Page 8 32. Occupancy and Building Permit Final: Prior to allowing occupancy and/or final building permit signoff for any and/or all buildings, the applicant shall have the required street improvements installed and accepted by the City, and the design engineer shall submit as -built drawings to the City. WEST VALLEY SANITATION DISTRICT -OF SANTA CLARA COUNTY 33. Sewer connection:, The applicant will be required to abandon all existing sewer connections and construct a new privately maintained sewer system for the new homes. This private sewer system must be designed and constructed to the. district's public sewer standard. Pursuant to district ordinance, code Section 10.130 "TIME OF PAYMENT OF SEWER CONNECTION AND TREATMENT PLANT CAPACITY FEES", THE APPLCIANT IS REQUIRED TO PAY ALL APPLICABLE FEES PRIOR TO THE ISSUANCE OF A "Non -Interference" letter for the recordation of the Final Map. City of Campbell Electrical Specifications and Details December 8, 2006 STREET LIGHTING POLES & FIXTURES Unless otherwise indicated on the Plans, street lighting fixtures shall be a 55 watt roadway luminaire, LPS (low pressure sodium) lamp, 120/240 volt HPF ballast, with PEC receptacle, drop acrylic lens and shall -be a Thomas & Betts/American Electric # SRX-55LDIMACI or approved equal. The PEC (photoelectric cell) shall be a Dark to Light #D124-1.5 or approved equal CNEMA twist -lock, 105-285 VAC, 1800VA, no time delay). Unless otherwise indicated on the Plans, lighting standards shall be a Valmont or Ameron brand (or approved equal), galvanized Caltrans type 15 lighting standard and luminaire arm length shall be 8 feet. Unless otherwise indicated on the Plans, lighting standards shall have underground feed and that voltage shall be 240 VAC. CONSTRUCTION DETAILS Construction and installation of street lighting foundations, pull boxes, conduits and conductors shall conform to the specific project Plans , to City of Campbell Details No. E-1, E-2, E-3, E-4, E-5, E-6 and to the following: Unless otherwise indicated on the flans or as directed by the Engineer, street lighting foundations shall be located at 30" (thirty inches) from face of curb to pole foundation centerline. The foundation anchor bolts shall be set at the appropriate height so that when the pole is set and plumbed on leveling nuts with washers, and secured with the top nuts with washers, at least 4 threads or 1/2", but no more than 1", of clear anchor bolt thread will be exposed above the top nut. The leveling nuts shall be above the cap and in the grout area and washers shall be placed between the pole flange and the nuts used to secure the pole. There should remain a minimum of 1 inch and a maximum of 2 inches between the bottom of the pole flange and the top of the sidewalk or PCC cap. JALandDev\Street Lighting\SL Specs.doc Page 1 of 3 After the pole is erected and plumbed, the Contractor shall place grout between the sidewalk or PCC cap and the pole .flange. In unimproved or landscaped areas a PCC pad shall be placed around the base of the lighting standard. This pad shall also encompass the street lighting pull box located at the base of the standard and shall conform to City of Campbell Detail No. E-6. Unless otherwise noted on the Plans, conduits placed between pull boxes shall be 1 %2" schedule 40 PVC. Conduits into street light foundations shall be IY211 rigid galvanized steel (RGS)..PVC conduits shall have bell ends and RGS conduits shall have grounding bushings. Unless otherwise indicated on the Plans or where the street light will be sourced from a PG&E ' G&E. secondary box less than 10 (ten) feet from the street light pole, a pull box shall be placed within 3 feet of the base of the new lighting standard and it shall contain the 5/8" x 8' copper -clad or'/4" x 10' galvanized steel ground rod and the fuse holder for the street light fixture. The lid for this box shall read "CAMPBELL STREET LIGHTING". Pull box installation shall conform to City of Campbell Details No..E-3 and E-4. Unless otherwise indicated on the Plans , a service pull box shall be placed within 3 :feet of the PG&E secondary pull box as depicted in City of Campbell Detail No. E-1. The lid for this pull box shall read "CAMPBELL SERVICE" and pull box installation shall conform to City of Campbell Detail No. E-5. Unless otherwise indicated on the Plans, all street lighting pull boxes shall be Caltrans #3 %2 (Christy N9 or equal). Conduit placed in a trench in paved areas shall be placed at 18" depth, back -filled with 2- sack sand -cement slurry and capped with 1 %2" A.C. as per Detail 9 of the CCSS. Conduit placed in a trench under, future sidewalk or driveway shall be installed at a depth of 18" and back -filled with 6" of 2-sack sand -cement slurry and the remainder with compacted back -fill per Detail 1.0 of the CCSS. Conduit placed in a trench in unimproved or landscaped areas shall be placed at 18" depth, back -filled with 6" of 2-sack sand -cement slurry and 12" of compacted native material as per Detail 11 of the CCSS. A bare, stranded #8 AWG copper bond wire shall be placed in all new conduits and shall be tied to the lighting standard's grounding bolt inside the hand hole area, the grounding bushings of the foundation's RGS conduit and to the ground rod in the pull box adjacent to the new lighting standard. Bonding and grounding of street lighting standards and the conduit system shall conform to City of Campbell Details No. E-3 and E-4. Street lighting conductors between pull boxes shall be 98 AWG stranded copper with type TW or THW insulation for 240 volt street lighting (red and black or black and black). Conductors from lighting fixture down to fiise holder in pull box shall be solid copper #10 AWG with type TW or THW insulation for 240 volt street lighting (red and JALandDev\Street Lighting\SL Specs.doc Page 2 of 3 black or black and black). TWN, THIN or TI3WN (nylon jacketed) insulation is NOT acceptable for any street lighting conductors. Splicing of conductors shall be performed only in pull boxes and shall be made with crimped copper "C-taps". Wire nuts shall NOT be used. Splice insulation on conductor splices and on fuse holders shall be mastic -lined, heat -shrinkable, heavy wall polyolefin shrink tubing. Self -fusing rubber tape, ]PVC electrical tape and/or brush -on waterproofing shall NOT be used as fuse holder or splice insulation. The fuse holders for 240 volt street lighting shall be Bussman "HEX" or Littelfuse "LEX" type. The fuses in the "CAMPBELL STREET LIGHTING" pull box shall be "BAF-3", "OTM-3" or equal and the fitses in the "CAIVIPBELL SERVICE" pull box shall be "BAF-30", "OTM-30" or equal. A 2" schedule 40 .PVC conduit stub shall be placed from the "CAMPBELL SERVICE" pull box into the PG & E secondary box. The minimum radius for bends and sweeps used between the "CAMPBELL SERVICE" pull box and the PG & E secondary box shall be 18 inches for a 90' bend and 24 inches for a 45' bend. The street lighting conductors shall be run in this stub from the "CA.MPBELL SERVICE" pull box to the PG & E secondary box and'the pigtail from the "LINE" side of the fuse holder shall be coiled in the PG&E secondary box left with 3 feet of slack and the loose ends of the conductors shall be waterproofed with PVC tape. When the Contractor has completed all work as specified in the Plans regarding the street lighting installation. and it is the opinion of the Contractor that said installation is in. conformance with the applicable City of Campbell Specifications, the City of Campbell's - Public Works Inspector shall be notified that the street light installation is ready to be inspected. After the street light installation has been inspected and all deficiencies, if any, are corrected and the installation has been approved by the City of Campbell's Public Works Inspector and Lighting and Traffic Signal Supervisor, Campbell's Lighting and Traffic Signal Supervisor will formally request of PG & E that the new street lighting standard(s) be connected. This is contingent upon the submittal of adequate proof to the City of payment to PG & E of the associated street lighting connection fee. A photocopy of the receipt for fees paid to the PG & E clerk, showing date and amount paid, is acceptable and preferred. Unless otherwise indicated on the Plans or'as directed by the Engineer, the City of Campbell will furnish and apply the appropriate street light number labels to the new street light standard(s). J:\LandDev\Street Lighting\SL Specs.doc Page 3 of 3 HANDHOLE TO FACE PULLBOX I 14��-+ - � I I . 15"± 52"+ FOUNDATION / I \ TYPE 15 I POLE SHAFT TYPE 15 BASE PLATE O O------------------------ - CONDUIT (TYP. ) BACK OF CURB (OR BACK OF WALK IN CASE OF MARGINAL SIDEWALK) FACE OF CURB ` -EXTENDED FOUNDATION CAP 39"X 52"±.X 3-1/2" THICK TO INCLUDE PULLBOX #3-1/2 PULLBOK WITH COVER SUITABLY INSCRIBED, OR SIZED AS SPECIFIED ON DRAWINGS LIP OF GUTTER NOTES: SEE PULLBOX DETAILS, DRAWING E-4 AND FOUNDATION DETAILS DRAWINGS E-2 & E-3. C a CITY OF CAMPBELL �� °� • �'°�� PUBLIC WORKS DEPARTMENT r DRAWN BY: DATE ELECTROLIER / PULLBOX DETAIL p9� & FOUNDATION CAB N0. • • •�'�d'� CHECKED BY: DATE Gti y� l APPROVED BY: DETAIL E — 6 � �RCB AR9 MICHELLE QUINNEY CITY ENGINEER 52.25" -I IN HLAN LIV111 1 V..]I 0101 PROVIDE 1/2" TO 3/4" OF CLEAR THREAD NON -SHRINK GROUT BASE 1" MIN. TO 1-1/2" MAX.__�( FINISH GRADE 1 7" LIGHT POSTS 12=� mimilim SECTION MATERIALS AND DIMENSIONS: CEMENT-5 SACK 3/4" MIX FOUNDATION -42 "DIA. X 30"DIA. REBAR - 4#4 181 GALVANIZED CUT WASHERS (TYP.) LEVELING NUT (TYP.) 4' CAP L4" MIN i PULL BOX (CHRISTY N9 OR EQUAL) 1-1/2" WRAPPED RIGID STEEL FOUNDATION CONDUIT 5/8" DIA x 36" HOT DIPPED GALVANIZED L TYPE ANCHOR BOLTS (4 PER POST) CAST -IN -DRILLED -HOLE CONCRETE PIER \ #4 REBAR 181, TYP COMPACTED BASE OR UNDISTURBED NATIVE MATERIAL GENERAL NOTES: 1. FOUNDATION IS TO BE POURED MONOLITHIC. 2. PAD WILL BE POURED IN 2 POURS. CAP AND SONOTUBE TO BE POURED LAST. CAP IS TO BE 4" HIGH. SONOTUBE IS TO BE 18" DIA. X 6" HIGH. 3. CONDUIT IS TO ENTER THROUGH SIDE OF BOX AT A 45 DEGREE ANGLE. 4. GROUND ROD AND FUSE HOLDER SHALL BE PLACED WITHIN THE PULL BOX. 5. SEE PULL BOX DETAIL E-4. 6. SEE POLE BONDING DETAIL E-3. pF C A AfA CITY OF CAMPBELL PUBLIC WORKS DEPARTMENT DRAWN BY: DATE CHECKED BY: DATE APPROVED BY: 0RpHAV MICHELLE QUINNEY CITY ENGINEER NTS REV. DATE I BY TYPE B FOOTING DETAIL (LANDSCAPE) NO. DETAIL STI'2 J:/Details/Lig his/ST 12 CONDUIT LENGTH 'L' TABLE IF 'L' IS LESS THAN 10' - THEN PULL BOX IS NOT REQUIRED AT ELECTROLIER IF 'L' IS GREATER THEN 10' - THEN PULL BOX IS REQUIRED AT ELECTROLIER, PLACE PULL BOX ADJACENT TO ELECTROLIER, PER 'EXTENDED FOUNDATION CAP' DRAWING E-6 F PROPERTY LINE 4{-- &E, SEC. BOX �E U.G. STREETLIGHT SERVICE 'L` CONDUIT LENGTH ' .SIDEWALK PARK STRIP -�- STREETLIGHT CURB PROPERTY LINE 4E P,G,&E. SEC. BOX �— U.G. STREETLIGHT SERVICE - ,SIDEWALK TPULL BOX = PARK STRIP I-� 200' MAX. CONDUIT LENGTH STREETLIGHT - CURB BETWEEN BOXES CA CITY OF CAMPBELL P•G•&E° SECONDARY/U.G. � PUBLIC WORKS DEPARTMENT '"0' a• �" DRAWN BY: DATE STREETLIGHT SERVICE DETAIL PULL BOX LOCATION FOR N®° • • 'e'qn°a ° ° CHECKED BY: DATE � 7 APPROVED BY: NEW V . G. RESIDENTIAL E - 1 MICHEUE QUINNEY DEVELOPMENT CITY ENGINEER #3 1/2 PRECAST CONCRETE BOX MIN., WITH LID MARKED 'CAMPBELL SERVICE ' OR AS SPECIFIED ON DRAWINGS WATERPROOF 2 POLE FUSED SPLICE CONNECTOR RATED 30A, 600V WITH TWO 30A FUSES SIDEWALK OR TOP OF CURB GRADE WATERPR❑OF SPLICE (TYP,) D • D • SEAL AROUND ����.� iji,�_,CDNDUIT BELL j 1 ROOFING PAPER •fie =�.:! ��� !•� !� 00251:.�!�� ��_•_�i.�� i---����•w1 I, I, 6' MIN, (TYP,) 2 UNGROUNDED CONDUCTORS TO 240V LOAD (#8 AWG MIN, CONDUCTOR SIZE) AT 'ST. LIGHTING' PULLB❑X GROUT BOTTOM OF BOX 1' MIN, — Z' MAX. PVC SCH, 40 OR 80 SERVICE CONDUIT TO P.G.&E, 240 VOLT 2 WIRE SERVICE CONDUCTORS IN CONDUIT TO 'PG&E' PULLB❑X (#8 AWG MIN. CONDUCTOR SIZE) DRAIN ROCK 1' MIN,— 2' MAX, AGGREGATE DRAIN HOLE 1' MIN.- 2' MAX, DIMENSION A: 1 " MIN., 2" MAX. (TYP.— ALL CONDUITS) B: 1" MIN., 2" MAX. ABOVE GROUT (TYP.— ALL CONDUITS) NOTES: 1, SEE NOTES DRAWINGS E-1, E-3, E-4 2, PR❑VIDE 3' OF SLACK IN ALL CONDUCTORS IN ACCORDANCE WITH SPECIFICATIONS, (SLACK NOT SHOWN), of CAS CITY OF CAMPBELL AI D A�� PUBLIC WORKS DEPARTMENT UNDERGROUND DETAIL DRAWN BY: DATE CHECKED BY: DATE STREETLIGHT SERVICE No. .�p9P"• APPROVED BY: PULLBOX, 240V — 5 6ti MICHELLE QUINNEY °Rca ag9 CITY ENGINEER. HANDHOLE TO FACE PULLBOX 63" 14" FACE OF WALL{ � I TYPE 15 POLE SHAFT I �{ TYPE 15 BASE PLATE 0 G ' _ C 0 FACE OF CURB 30" DIA. FOUNDATION _ONDUIT (TYP.1 BACK OF CURB EXTENDED 3-1/2" THICK FOUNDATION CAP TO INCLUDE PULLBOX #3-1/2 PULLBOK WITH COVER SUITABLY INSCRIBED, OR SIZED AS SPECIFIED ON DRAWINGS LIP OF GUTTER NOTES: SEE PULLBOX DETAILS, DRAWING E-4 AND FOUNDATION DETAILS DRAWINGS E-2 & E-3. CITY OF CAMPBELL �A�A� Ile PUBLIC WORKS DEPARTMENT ELECTROLIER / PULLBOX 1 DETAIL DRAWN BY: DATE & FOUND ATION CAP NO. �d�° • CHECKED BY: DATE DETAIL • a�� o G1�� APPROVED BY: MICHELLE QUIIVNEY " E — 7 R�HAgo FOR 30 PLANTER STRIP CITY ENGINEER GRANVILLE SERIES PRISMATIC GLASS REFLECTOR/REFRACTOR 13" DIA.-- TYPE IV DIST. # GV-4—N—N—U SET SCREWS,BOTH �I TOP AND BOTTOM I I II II 29„ i 10-3/4" d SLIPFITTER TO ACCEPT 4-1 /2 "D IA. A TENON 3"O.D. BY 3" TALL UNIQUE SOLUTION # W12C/17—CA/PP WADSWORTH SERIES STD. CAST ALUMINUM, TAPER FLUTED, PRIME PAINTED 17 INCH DIA. BASE 12 FT. HEIGHT 2.5"X4"X5"H. DOOR OPENING FOR ANCHORAGE AND WIRING ACCESS IZ UTA BOLT CIRCLE ANCHORAGE DETAIL GENERAL NOTES STREET LAMP SHALL BE # MH-175/U LUMINAIRE SHALL BE 175W METAL HALIDE (MOGUL BASE), MULTI —VOLT, LEAF STYLE BALLAST HOUSING, BLACK, GRANVILLE SERIES; WITH REFRACTOR, PRISMATIC GLASS, TYPE IV DISTRIBUTION, GRANVILLE SERIES, NO TRIM, NO FINIAL: HOLOPHANE/UNIQUE SOLUTIONS #GV-175MH—MT—L—B-4—N—N—U O.D. X 3" 3H TENON I- 16.5" of C A .&IA� CITY OF CAMPBELL REV. DATE BY PUBLIC WORKS DEPARTMENT DOWNTOWN/ORCHARD ri `:%• - a � CITY GREEN DRAWN BY: DATE • �'�d°°°• DECORATIVESTREET CHECKED BY: DATE LIGHT APPROVED BY: aly� oti�� DETAIL °RcHARo MICHELLE QUINNEY 12' N TS DETAIL NO. ST7 MATERIALS AND DIMENSIONS: CEMENT-6 SACK 3/4" MIX FOUNDATION-42"DIA.X30"DIA. REBAR — 4#4 121 PROVIDE 1 /2" TO 3/4" OF CLEAR THREAD GALVANIZED CUT WASHERS NON —SHRINK GROUT BASE (TYP.) I" MIN. TO 1-1/2" MAX. FINISH GRADE CONDUIT TO BE 1.5" (min) ° ° LEVELING NUT (TYP.) ABOVE P.C.C. f-12--� SIDEWALK LIGHT POST--�_ o. $ PULL BOX • a . (CHRISTY N9 OR EQUAL) 1-1/2" WRAPPED RIGID STEEL 42" MIN a FOUNDATION CONDUIT DIA x 36" HOT DIPPED GALVANIZED `a e L TYPE ANCHOR BOLTS (4 PER POST) CAST —IN —DRILLED —HOLE ° CONCRETE PIER #4 REBAR 121, TYP ��-- 30" — —� COMPACTED BASE OR UNDISTURBED NATIVE MATERIAL SECTION GENERAL NOTES: 1. FOUNDATION IS TO BE POURED MONOLITHIC. 2. PAD WILL BE POURED IN 2 POURS. CAP TO BE POURED LAST. CAP IS TO BE 4" HIGH. 3. CONDUIT IS TO ENTER THROUGH SIDE OF BOX AT A 45 DEGREE ANGLE. 4. GROUND ROD AND FUSE HOLDER SHALL BE PLACED WITHIN THE PULL BOX. 5. SEE PULL BOX DETAIL E-4 6. SEE POLE BONDING DETAIL E-3 7. STANDARDS TO BE SET 30" TO CENTER FROM FACE OF CURB UNLESS SHOWN OTHERWISE oy CAA CITY OF CAMPBELL PUBLIC WORKS DEPARTMENT DRAWN BY: DATE CHECKED BY: DATE add c�S� APPROVED BY: �RCAAR9 MICHELLE QUINNEY CITY ENGINEER NTS REV. DATE BY TYPE A FOOTING DETAIL 11 (SIDEWALK) NO. DETAIL ST9 J:/Details/Lights/ST9 of CAkA�c; OA'Cg A89 POLE PAINTING NOTES: Do NOT order poles pre -painted from factory. It is preferable to order the poles prime painted (as indicated by the "PP" suffix under the pole ordering information) and have them painted by a local professional painting contractor. The primer and finish is each a two part process, low VOC and, in order to achieve the paint thickness, gloss and longevity desired, should be applied to manufacturer's specifications by an experienced professional. A factory -recommended painter is Stockton Tri Industries of Stockton, CA., USA. Contact Kevin at telephone 1-209-948-9701. The two part primer and two part polyurethane finish coat is available from: Carboline Co. represented by Bill Eggers, 925-283-1177 • Primer, Carboline # 890 epoxy primer • Finish coat, Carboline # 134 HG polyurethane finish, color #G-342 Decorative Street Light Distributors: Graybar Electric 2345 Paragon Dr. San Jose, CA 95131 Phone: 408-441-9009 Fax:408-441-9022 Attention: Ernie Jimenez Consolidated Electrical Distributors 255 Commercial St. San Jose, CA 95112 Phone: 408-297-2200 Fax: 408-286-2414 Attention: Pete Viviano Electrical Distributors 1135 Auzerais Ave. San Jose, CA 95112 Phone: 408-293-5818 Fax: 408-287-1152 Attention: Doug Clifford CITY OF CAMPBELL REV.1 DATE BY PUBLIC WORKS DEPARTMENT DRAWN BY: DATE CHECKED BY: DATE APPROVED BY: MICHELLE QUINNEY DOWNTOWN/ORCHARD DETAIL CITY GREEN NO. DECORATIVE STREET LIGHT ST8 _NOTES GRANVILLE SERIES PRISMATIC GLASS REFLECTOR/REFRACTOR I 13" D TYPE IV DIST. # GV-4—N—N—U —� SET SCREWS,BOTH III TOP AND BOTTOM I II V1- 290— I3/4" i 4-1 /2"DIA. SLIPFITTER TO ACCEPT A TENON 3"O.D. BY 3" TALL UNIQUE SOLUTION # W12C/17—CA/PP WADSWORTH SERIES STD. CAST ALUMINUM, TAPERED, FLUTED, PRIME PAINTED 17 INCH DIA. BASE 12 FT. HEIGHT —� 2.5"X4"X5"H. DOOR OPENING FOR ANCHORAGE AND WIRING ACCESS 1 L UTA BOLT CIRCLE ANCHORAGE DETAIL GENERAL NOTES STREET LAMP SHALL BE # LU-150/155 OR C150S55 LUMINAIRE SHALL- BE 150W HIGH PRESSURE SODIUM (MOGUL BASE), MULTI -VOLT, LEAF STYLE BALLAST HOUSING, BLACK, GRANVILLE SERIES; WITH REFRACTOR, PRISMATIC GLASS, TYPE IV DISTRIBUTION, GRANVILLE SERIES, NO TRIM, NO FINIAL: HOLOPHANE/UNIQUE SOLUTIONS #GV-15AHP-MT-L-B-4-N-N-U 3" O.D. X 3" HIGH TENON N TS of CAA > �e 0i°ado r ..ob.9Pq • ��°0• �RCgpR9 O CITY OF CAMPBELL PUBLIC WORKS DEPARTMENT REV. DATEI BY CITY PARK DECORATIVE LIGHT DETAIL J:/Details/L ghts/ST70 k 11 DETAIL NO. ST1O DRAWN BY: DATE CHECKED BY: DATE APPROVED BY: MICHELLE QUINNEY CITY ENGINEER o F C A Af 44;.. Cj °� •aka o '4doe' a�c� Al �R Cg pRQ POLE PAINTING NOTES: Do NOT order poles pre -painted from factory. It is preferable to order the poles prime painted (as indicated by the "PP" suffix under the pole ordering information) and have them painted by a local professional painting .contractor. The primer and finish is each a two part process, low VOC and, in order to achieve the paint thickness, gloss and longevity desired, should be applied to manufacturer's specifications by an experienced professional. A factory -recommended painter is Stockton Tri Industries of Stockton, CA., USA. Contact Kevin at telephone 1-209-948-9701. The two part primer and two part polyurethane finish coat is available from: Carboline Co. represented by Bill Eggers, 925-283-1177 • Primer, Carboline # 890 epoxy primer • Finish coat, Carboline # 134 HG polyurethane finish, color #G-342 Decorative Street Light Distributors: Graybar Electric 2345 Paragon Dr. San Jose, CA 95131 Phone: 408-441-9009 Fax: 408-441-9022 Attention: Ernie Jimenez Consolidated Electrical Distributors 255 Commercial St. San Jose, CA 95112 Phone: 408-297-2200 Fax: 408-286-2414 Attention: Pete Viviano Electrical Distributors 1135 Auzerais Ave. San Jose, CA 95112 Phone: 408-293-5818 Fax: 408-287-1152 Attention: Doug Clifford CITY OF CAMPBELL PUBLIC WORKS DEPARTMENT DRAWN BY: DATE CHECKED BY: DATE APPROVED BY: WCHELLE QUINNEY REV.1 DATE I BY CITY PARK DETAIL DECORATIVE NO.. LIGHT NOTES ST11 3-1/2" PCC CAP ANCHOR BOLTS CONDUIT--\— #13 (1/2") STEEL REBAR TIED TO ANCHOR BOLT WITH 10 GAUGE TIE WIRE AT 3 LOCATIONS AND 24" OVERLAP (TYP.) PCC FOUNDATION 1 4" CL.I I� 30" TYPE 15 LIGHTING STANDARD ALLOW 4 MIN (1/2") TO 8 MAX (1 ") OF THREADS ABOVE NUT WASHERS i . (TYP.) FINISH GROUT 1" MIN-2" MAX PCC a CAPS.. LEVELING NUT (TYP.) 0 NOTES: 1 . STOP FOUNDATION POUR 3-1/2" BELOW GRADE. PLACE FINISH CAP AFTER STANDARD IS SET AND PLUMBED. BUILD UP GROUT UNDER STANDARD BASE ON LOW SIDE, 1" MIN. TO 2" MAX. (TYP.) 2. SURFACE OF FINISH CAP TO BE AT GRADE AND SLOPED TO MATCH EXISTING OR FUTURE SIDEWALK (TYP.). 3. ANCHOR BOLT SIZE AND LENGTH SHALL BE 1 "X36"X4" GALVANIZED L ANCHOR BOLT, 4 EACH. ALL NUTS AND WASHERS SHALL BE GALVANIZED. 4. SECTION OF ANCHOR BOLT BENT TO 90' .RIGHT ANGLE (TYP.). 5. STANDARDS TO BE SET AT 30" TO CENTER FROM FACE OF CURB UNLESS SHOWN OTHERWISE. 6. SEE DRAWING E-6 FOR PLAN LOCATION AND FOUNDATION CAP DETAIL REQUIREMENTS OF STREET LIGHT. 7. GROUND ROD SET OBLIQUELY THROUGH FOUNDATION IN UNDISTURBED SOIL FOR STREET LIGHTS FED OVERHEAD AND SET. IN PULL BOX FOR STREET LIGHTS FED UNDERGROUND. 8. SEE DRAWING E-3 FOR POLE BONDING REQUIREMENT. CA CITY OF CAMPBELL PUBLIC WORKS DEPARTMENT LIGHTING STANDARD — DETAIL V �oDAWA• r RN BY: DATE GALVANIZED TYPE 15 1V0. �'O a CHECKED HDATE B APPROVED BY: FOUNDATION DETAIL E - 2 °RCH ARo e~ MICHELLE QUINNEY CITY ENGINEER TRAFFIC SIGNAL OR STREET LIGHTING POLE, TYPE AS INDICATED GROUNDING LUG W/ NUT AND BOLT HANDHOLE CONDUIT GROUNDING CONTINUOUS #8 AWG BARE BONDING BUSHING (TYP.) CONDUCTOR TO ALL ANCHOR BOLT GROUNDING CLAMPS THEN TO GROUND LUG VIA CONDUIT GROUNDING BUSHING RIGID METALLIC GALV. STEEL NIPPLE 10' MAX. FOUNDATION F-CAP FIN. GRADE UL LISTED GROUND CLAMPS SUITABLE FOR ENCASEMENT OR DIRECTS , BURIAL. INSTALL CLAMPS ON ALL ANCHOR BOLTS (TYP.) ` ANCHOR BOLT / W/EXTENSION O (TYP.) / 5/8' Dla. COPPER -CLAD OR 3/4' Dla. GALV, STEEL X 10' LONG GROUND ROD 43 1/2 PULLBOX INSTALLED AS PER STANDARD PLAN DETAIL E-4 #8 AWG STRANDED COPPER BONDING CONDUCTOR (TYR) 'C END BELL 1 1/2' SCHED. 40 PVC CONDUIT ELIMINATE BOND WIRE IN THIS CONDUIT IF RUN TO \\ 'SERVICE' PULLBOX UL LISTED GROUND CLAMP SUITABLE FOR BELOW GRADE APPLICATION (TYP.)(SINGLE CLAMP MAY BE USED IF CONDUCTOR IS CONTINUOUS) —RIGID METALLIC GALV. STEEL CONDUIT (TYP.) —RIGID METALLIC GALV. STEEL COUPLING (TYP.) —FOUNDATION: TYPE AS INDICATED —RIGID METALLIC GALV. STEEL 90' FACTORY ELBOW NOTES: 1. BONDING/ GROUNDING DETAIL FOR USE WITH GALVANIZED RIGID STEEL CONDUIT AND PULL BOX WITHIN 10' FROM POLE. 2. THE GROUND ROD SHALL BE INSERTED AI AN OBLIQUE ANGLE NOT TO EXCEED 45' DEGREES FROM THE VERTICAL. 3. TERMINATE BONDING CONDUCTOR AT POLE GROUNDING LUG WITH UL APPROVED GROUNDING LUG. 4. SEE FOUNDATION DETAILS, DRAWING E-2 5. SEE PULLBOX DETAILS, DRAWING E-4. aF CAk CITY OF CAMPBELL -� �,�, PUBLIC WORKS DEPARTMENT e P°%d° °�' t• DRAWN BY: DATE oppq•_ �•��'°0• CHECKED BY: DATE 4. Gti�' APPROVED BY: 0RcHAWD MICHELLE QUINNEY CITY ENGINEER REV.I DATE I BY DETAIL POLE NO. BONDING E-3 Ji/De tails/Lights/E3 #3 1/2 PRECAST CONCRETE BOX MIN„ WITH LID MARKED 'CAMPBELL ST. LIGHTING' OR AS SPECIFIED ON DRAWINGS WATERPROOF 2 POLE FUSED SPLICE CONNECTOR RATED 30A, 600V WITH TWO 3A FUSES T : .1 SEAL AROUND ;.o CONDUIT W/GROUT CONDUIT i . wk /� a� •ter, '�.�+�. •�w�—__ 2 UNGROUNDED CONDUCTORS TO 240V LOAD (#10 AWG MIN. CONDUCTOR SIZE) AND ONE GR❑UNDING CONDUCTOR TO ST, LIGHT GROUT BOTTOM OF BOX 1' MIN. - 2' MAX. 5/8' Dia, COPPER -CLAD OR 3/4 z Dia. GALV, STEEL X 10' LONG GROUND ROD GR❑UNDING ELECTRODE I SIDEWALK OR TOP OF CURB GRADE WATERPR❑❑F SPLICE (TYP.) • D A D,- B D .• #8 AWG BARE, STR GROUND (TYP,) PVC BELL END BUSHING (TYP,) —RO❑FING PAPER 240 VOLTS 2 WIRE SERVICE CONDUCTORS IN CONDUIT TO 'SERVICE' PULLBOX (#8 AWG MIN. CONDUCTOR SIZE) \ DRAIN 'ROCK 1' MIN.- 2' MAX. AGGREGATE DRAIN HOLE 1' MIN.- 2' MAX, UL LISTED GROUND CLAMP SUITABLE FOR DIRECT BURIAL/C❑NCRETE ENCASEMENT BELOW GRADE APPLICATION (TYP.) DIMENSION A: 1" MIN., 2" MAX. (TYP.— ALL CONDUITS) B: 1" MIN., 2" MAX. ABOVE GROUT (TYP.— ALL CONDUITS) NOTES: 1, SEE NOTES DRAWINGS E-1, E-3, E-5 2, PR❑VIDE 3' OF SLACK IN ALL CONDUCTORS IN ACCORDANCE WITH SPECIFICATI❑NS, (SLACK NOT SHOWN), cA °� ��°�'�, CITY OF CAMPBELL REV. DATE BY UNDERGROUND DEVIL -� PUBLIC WORKS DEPARTMENT STREETLIGHT NO. :6 %•co U. � t°p,p Qq PLTLLBOX, DRAWN BY: DATE CHECKED BY: DATE • ��0�'°D 240V E— /� 1J `� APPROVED BY: �'3� 1�4 G 0RCHA:O MICHELLE QUINNEY CITY ENGINEER J✓Detalls/Lights/E4 CONDUIT LENGTH 'L' TABLE IF 'L' IS LESS THAN 10' - THEN PULL BOX IS NOT REQUIRED AT ELECTR❑LIER IF 'L' IS GREATER THEN 10' - THEN PULL BOX IS REQUIRED AT ELECTR❑LIER, PLACE PULL BOX. ADJACENT TO ELECTR❑LIER, PER 'EXTENDED F❑UNDATION CAP' DRAWING E-6 PROPERTY LINE 4� P.G.&E. SEC. BOX E-- U.G. STREETLIGHT SERVICE V CONDUIT LENGTH ' STREETLIGHT EPR❑PERTY LINE 4E P.G.&E, SEC, BOX .E U.G. STREETLIGHT SERVICE o- SIDEWALK �- PARK STRIP CURB �-`- .SIDEWALK PULL BOX ®- PARK STRIP 200' MAX. CONDUIT LENGTH -J STREETLIGHT BETWEEN BOXES CURB CA CITY OF CAMPBELL P.G.&E. SECONDARY/T.G. �A6� PUBLIC WORKS DEPARTMENT STREETLIGHT SERVICE DETAIL DRAWN BY: DATE N ® . CHECKED BY: DATE PULL BOX LOCATION FOR �. APPROVED BY: NEW U.G. RESIDENTIAL E - 1 ���RCHAR� Gti� MICHELI.E QUINNEY DEVELOPMENT CITY ENGINEER NEW PCC IMPROVEMENTS CURB, GUTTER, DRIVEWAY APPROACH OR ACCESSIBILITY RAMP DOWEL TO EXISTING PCC IMPROVEMENTS WITH #4 REBAR, 6" EMBEDMENT 6" CLASS 2 AGGREGATE BASE (95% RELATIVE COMPACTION) REMOVE EXISTING AC SECTION AND BASE (12" MIN) REPLACE AS SHOWN NOTE: REMOVE EXISTING PAVEMENT FULL DEPTH TO CLEAN, STRAIGHT EDGE GRIND 2" DEEP PAVEMENT KEY TYPE A Y2",IVIAX-MED AC (95% COMPACTION) 12" 911 _ 12" EXISTING PAVEMENT TO REMAIN I=I I I I I I I I I I I I I I I I I 10" MIN 2 SACK SAND/CEMENT SLURRY BACKFILL, 2 SACK CEMENT PER CUBIC YARD OF MATERIAL COMPACTED NATIVE NOTE: APPLY TACK. OIL TO ALL (95% RELATIVE COMPACTION) SURFACES PRIOR TO PLACING NEW A.C. ��4-cAA�� A.C. PAVEMENT REMOVAL & RESTORATION �:. DRAWN BY: DETAIL A CHECKED BY; AT NEW PCC IMPROVEMENTS A_3 dRe$.y0 Gti APPROVED BY: REVISED DATE: MAY 2012 J:\DPAWINGSISTD DETAILSIA-3 BOULEVARD WALK �1a J to I J * U UO tra_ ZI Q ¢ ¢ U ¢ W tU Ua 4 j0 �� MEcn O z ms » UU �w I N r- 5'-0" 0 4'-6" * I to U_ O z� O ¢ Ww V1 O w U 0 I Ln I r O U 4'-6" w 0 U o cn W 1 QQ OcwnW tr W ¢ W J a W of Of �� r— ni L 5'-0" w 0 O ZW ¢ 0 ¢� U) z ¢w cn~ La` Ld rI L�.l DW ¢X c UU' ¢ cn W W * cn R ' 17'-0" 7'-0" 1 o'-O" ww zo s� 72 S=1/4" PER FOOT T ILA w 0 12 - - - - - - - o\o I 111—III—III—III—III—III-1II— z�� o o ,o ono? oW or ui o 0 y N 3 1/2" P.C.C. n _n 3" CLASS III J AGG. BASE SECTION D-D * = BOULEVARD LANDSCAPING AS APPROVED BY THE ENGINEER. COMMERCIAL WALK Ld _ u)In mZ s R �a 1 10'-0" ; z w zo U af ow 7• c)� IL�w '2 S=1/4" PER FOOT —� ¢0 o�w 0 1'.2 * =a Y N C7_on oo C) oC) o(�_ C�_oC� oC7 oC � n'� g a �z U � 3 1/2" P.C.C. �o J 3" CLASS III AGG. BASE SECTION C-C * = INSTALL 4'6"X5' TREE WELLS WITH STREET TREES AT 40' O.C. BACK OF CURB W/IRRIGATION. RESIDENTIAL SEPARATED WALK za m z a w 0 I mW w\ z�: O i UU' QYQZN W — R10'-0" 4'- 6" S=1 /4" PER FOOT 3 I � 3" CLASS III 3 1/2" P.C.C. AGG. BASE SECTION B-B * = INSTALL STREET TREES AT 40' O.C. RESIDENTIAL MARGINAL WALK R 101-011 w zo Q a3wui o w _ N O Y z 3� ■ •• u n-■■ u- 2_r..rrruc�r..•r. 3" CLASS III J 3 1 /2" P.C.C. AGG. BASE SECTION A -A * = INSTALL STREET TREES AT 40' O.C. �O REVISED CURB, GUTTER, AND SIDEWALK DATE: JULY 1994 CONFIGURATIONS DRAWN BY: CHECKED BY: APPROVED: CITY OF CAM P B E LL DETAIL 1 lO 2" A.C. TYPE A 3/4" MAXIMUM MEDIUM 95% COMPACTION O2 GRIND PAVEMENT KEY 9„-12„ 2"-4' DEEP x 9"-12' WIDE 6 "-10" 2"-4"2zzz i O. - •d d. EXISTING AC SECTION 4 d a a a 1 2 SACK SAND CEMENT SLURRY 4 d O BACKFILL d a d a o a a. n•°o • •r • ° or• r • • Or r°• • 0 CLASS Y r • • • • Y• • p O (CLEAN iSANDDBEDDING ING• ® 12" (TYPE A BEDDING) SHALL BE USED AROUND GAS CONDUITS) Y • q Ys Yv n • OY • • ®°, • . ° • e 1/8 D (4" MIN) r ••n° r' ° r �° Y Y TRENCH WIDTH 'D' PLUS 6" MIN. 'D' PLUS 24" MAX CENTER PIPE IN TRENCH NOTES: 10 Place permanent pavement within five (5) days after backfilling an excavation. (Steel plating required during curing period of 3 days min. — 5 days max.) O If existing AC section is less than 4", grind AC key to full depth of existing AC and replace full depth AC section (min. 2"), 3O This detail does not apply to electrical conduit installation. ® Recessed trench plates shall be used at the following locations: all arterial streets, all collector streets, at trench alignments not parallel with or perpendicular to the direction of traffic and locations determined by the Engineer to be necessary. O The Contractor shall prepare for placement of plates over trench by grinding a relief 12" wide on each side of the trench by the thickness of the steel plate so that the surface of the steel plate is level with the adjacent pavement surface. TRENCHRESTORATIONRESTORATION — METHOD A DATE: MAY 2012 Backflll and Surface Restoration DRAWN BY APPROVED _-C�C�D BY --- CITY OF CAMPBELL DETAIL 7` O3 GRIND PAVEMENT KEY O 3/4" MAXIMUM MEDIUM �r 9"_12" 2"-4" DEEP x 9"-12" WIDE 95% COMPACTION . 6"-10" _4" 4" MIN — 10 " MAX A.C. — TYPE A (3" PLUS THICKNESS 3/4' MAX. MED. OF EXISTING AC SECTION) 95% COMPACTION TOP 30" OF BACKFiLI. AT 95% RELATIVE APPROVED SELECT NATIVE COMPACTION OR STRUCTURAL BACKFILL 2O FILTER FABRICS REMAINING BACKFILL NLATIVE COMPACTI � • •r • o 0 0• , °•° 12" (TYPE A BEDDING) n• r••°° ® r•r CLASS 1 BEDDING • Y r• r e • ' (CLEAN SAND AROUND •• e GAS CONDUITS) " r • q O • o. • e • • •• • ® 1 /8 D (4" MIN) e r•• e o o u 'D' PLUS 6" MIN. 'D' PLUS 24" MAX TRENCH WIDTH _ CENTER PIPE IN TRENCH NOTES: 1Q Place permanent pavement -within thirty (30) days after backfilliug. Install temporary AC to finish grade until permanent AC is placed. 0 Backfiil shall be compacted by mechanical tamping in 0.15' (max.) lifts. Trench backfill to be compacted to 90% R.C. with top 30" compacted to 95% R.C. 3O If existing AC section is less than 4", grind AC key to full depth of existing AC and replace full depth AC section (min. 2"). ® If outside traveled way, eliminate AC and replace surface improvements to match existing: 50 This. detail does not apply to electrical conduit installation. © Recessed trench plates shall be used at the following locations: all arterial streets, all collector streets, at trench alignments not parallel with or perpendicular to the direction of traffic and locations determined by City Engineer to be necessary. 7� The Contractor shall prepare for placement of plates over trench by grinding a relief 12" wide on each side of the trench by .the thickness of the steel plate so that the surface of the steel plate is level with the adjacent pavement surface. TRENCH RESTORATION — METHOD B DATE: MAY 2012 Backfillaand Surface Restoration DRAWN By APPROVED CHECKED BY _ CITY OF CAMPBELL DETAIL 8 `—TREE 1 "x4" RWD. m (2) DEEP WATERING TUBES AT . EDGE OF ROOTBALL (2) 4-PLY, 1"x 2'0" MIN. RUBBER TIES INSTALLED WITH TWIST & NAILED TO STAKES [_a-- 2"MIN. (TYP.) —PINE STAKE (2 TYP.) 2" GALV. ROOFING NAIL (1 EACH END) FERTILIZER 1 GAL. 2 TABLETS 22 OR 5 GAL. 3 TABLETS 15 GAL. 6 TABLETS 24" BOX 10 TABLETS 2) RUBBER TIES PLACED 6" MAX. BELOW MAIN FORK OR BRANCH v v /(2) 2" DIA. LODGE POLE PINE STAKES TREATED WITH CHEMONITE OR w^ APPROVED EQUAL. INSTALL STAKES OUTSIDE ROOTBALL (USE (2) 3 DIA. H c5P4 LODGE POLE PINE STAKES FOR 24" U o" 1'-6" BOX OR LARGER) M� MIN 1"x4" ROUGH REDWOOD WITH (2) o dF 2" GALV. NAILS EACH .CONNECTION �z z = (LOCATE ON PREVAILING WIND SIDE) o a~ F PLACE ROOT CROWN 1/2"-3/4" F z� ABOVE, FINISHED GRADE o o 2 .� z 2" OF FINE SCREENED REDWOOD OR FIR BARK MULCH y - FINISHED GRADE z FERTILIZER TABLETS z (AGRIFORM) a C) U I k y ROOT BALL C\2 SCARIFY SIDES OF ROOT BALL AND SIDES AND BOTTOM OF 6" MIN. PLANTING HOLE AMENDED PLANTING 4" DIA. X 3'0" LONG PERFORATED FILL MIX -STYRENE PIPS WITH PLASTIC SLOT 2 X CONTAINER GRATE SET 1 ABOVE GRADE. FILL 10"BOTTOM WITH 3 4" RAIN ROCK (TYP. (3' MIN.) EACH SIDE OF REE� REVISED STREET TREE PLANTING & STAKING DETAIL DATE: JANUARY 2008 DRAWN BY PROVED `CHECKED BY __ CITY OF - WIPPELL DETAIL 12 NOTES; (unless otherwise specified in the plans or special provisions) 1. All trees shall be a minimum of 15—gallon size and of the variety indicated on the plans or specified by the City Engineer. 2. Each tree shall be approved by the Engineer prior to planting. Contractor may request Engineer to pre —approve tree at local nursery. 3. The exact location of each tree shall be approved by the Engineer prior to planting. 4. Vertically cut the root ball at three or four places to loosen roots and discourage circling. Vertically scarify sides and bottom of planting hole. 5. When planting, hold tree so that previous planting level is even with sidewalk level and gradually place top soil about the root ball. 6. Top soil fill shall be an approved garden mix loam that is mixed at a 1:1 ratio with the native soil removed from the planting hole. 7. When hole is three-quarters full, fill with water to compact the soil and eliminate air pockets. 8. Fill planting hole with loose soil to ground level. 9. Construct a watering basin around each tree as shown. 10. Planting operations must be followed by a deep, thorough watering of each tree. 11. Substitutions in tree varieties are permitted only upon writter authori— zation from the City Engineer. 12. All street trees installed in commercial and industrial shall be installed with an irrigation system (fed from on —site). REVISED STREET TREE PLANTING NOTES DATE: JANUARY 2008 DRAWN BY APPROVED '__CHECKED BY CITY OF CAMPBELL DETAIL 13 i R � • gyp, ��: R �6., gyp•, Dr � 1 Ilk, 0� `� % PARKSTRIP `MECHANICAL i SEPARATOR CONSTRUCTION JOINT SIDEWALK SEE NOTE 5 + J: J: l• J: WEAKENED PLANE � JOINT OR CUT JOINT 1/8" WIDE 2" DEEPS' s ,'O — WEAKENED PLANE JOINT OR CUT JOINT 1 /8' WIDE, 2" DEEP +10% MAX: I I ° CONFORM`SLOPE = 1/ 4" PER FT. —6% MAX 8 e,.•. •. •o..•: •e.:p:.•. ..d:.•: •o..a.::-;: a.a.:. 6" CLASS A CONCRETE, TYP. ° t ` ° ' ` °:':: `'°:' 6" CLASS 2 AGGREGATE BASE, TYP. NOTES I SECTION A —A DOWEL 1. WHEN THE DRIVEWAY IS NOT POURED AT THE SAME TIME AS THE CURB AND GUTTER, 12" OF NO. 4 REBAR AT 4' INTERVALS SHALL BE INSTALLED AS SHOWN (REBARS TO BE BENT DOWN AND COVERED UNTIL USED). 2. SCORE MARKS SHALL NOT EXCEED 4'-0" O.C., AND USE MECHANICAL SEPARATOR AT EVERY OTHER SCORE MARK. 3. DRIVEWAY APPROACHES (EXCEPT SINGLE FAMILY) SHALL HAVE A 6"X6"X10/10 WELDED WIRE FABRIC 3" ABOVE BOTTOM OF CONCRETE. 4. DOWEL ALL NEW CONCRETE IMPROVEMENTS TO EXISTING CONCRETE IMPROVEMENTS. 5. AT LOCATIONS WHERE NEW SIDEWALK ENDS AND MEETS AN EXISTING SIDEWALK, THE NEW SIDEWALK SHALL TRANSITION TO MEET THE EXISTING SIDEWALK AS DETERMINED BY THE CITY ENGINEER. uF C A jA CITY OF CAMPBELL REV. DATE BY SCALE: 4�r PUBLIC WORKS DEPARTMENT Multi —Residential N.T.S. DRAWN BY: EA DATE 02/04 Driveway Detail DETAIL CHECKED BY: DATE APPROVED BY: (Detached Sidewalk ) NO,. "CHASD MICHELLE QUINNEY J: Dr&win s Std_Detai1s D16.2 D-16.2 CITY ENGINEER B / 8" I 101, R=6" R=2„ (TYP) � 3" Install J PCC 6"° Weakened o Class 6 CL 2 AB, Plane Joints /— 95% R.C. at 20' O.C. Rolled Curb and Gutter Slope 6,' 2,_0„ I..� FT 11 per — 3/4" .11, (2" Max.) i R_21' ° 611 6" CL 2 AB, 6„ s 95% R.C. ° v ono Vertical Curb and Gutter NTSI of CgjlA CITY OF CAMPBELL REV. DATE BY DETAIL �-� PUBLIC WORKS DEPARTMENT Curb & Gutter No. DRAWN BY: DATE CHECKED BY: DATE Details APPROVED BY: D — 2 O E. 0ItcHAWD MICHELLE QUINNEY CITY ENGINEER �a�aw�ysis�a_oeaasio2o 1,-4" ❑ OR O I/ A 11 NOTES: _ 1. TYPE II BCOX HALL BE USED FOR OVERLAYS-O�F 3 1/2" ABOVE INITIAL ROADWAY SURFACE. 2. IF OVERLAY IS 1 •V2" TO 1 3/4" THEN EPDXY CEMENT SHALL BE USED TO SECURE THE BOX TO THE PAVEMENT SURFACE. I � I — — J TYPE IIB STANDARD MONUMENT BOX COVER INSTALLATION (SEE DETAIL PAGE R18) PLAN VIEW SUBSEQUENT PAVEMENT OVERLAYS z INITIAL TYPE IIA STANDARD MONUMENT BOXPAVEMENT (SEE DETAIL PAGE R18)OVERLAYI z q_-NE 1/4" .V4„EPDXY MORTAR 'a. ° o o COLLAR(CLASS A) � EXISTING PAVEMENT D. (TO REMAIN) n. . 0 a ° EXISTING MONUMENT (TO REMAIN) EPDXY CEMENT (CLASS D) SEE NOTE 2 o. SECTION A -A SECTION A A INITIAL OVERLAY SUBSEQUENT OVERLAYS APR VED BY TYPE II STANDARD MONUMENT BOX �® DRAAWING ��®� INSTALLATION/ADJUSTMENT DETAIL DATE DEPARTMENT OF PUBLIC WORKS II CITY OF CAMPBELL DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION 70 North First Street, Campbell, CA 95008 Ph. (408) 866-2150; Fx. (408) 376-09SB CHECKLIST FOR STREET IMPROVEMENT PLANKS= r APPLICATION NO(S): ADDRESS: 125 South San Tomas Aquino Road N � Instructions: This checklist provides advance notification to applicants of the City of Campbell's final street improvement plans and submittal requirements. Using this checklist will expedite your application through the City's review process. Prior to submitting a final street improvement plan list to the City Engineer, please place an "X" in the space to the right of each item below to indicate you have complied with, or place "N/A" to indicate that the particular item doesn not apply. Review applicable sections, which are referenced in parentheses, before checking off each item. SEAL AND SIGNATURE OF ENGINEER OF WORK HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT, AND COMPLETION OF THIS CHECKLIST, AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSION CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. Signature Date Printed Name: Michael C. Sheehy RCE #: 29693 Expiration Date: 03-31-15 i t 029 �3-31 J' AAL OF �1.1� (SEAL) ITEMS COMPLY NOT APPLY GENERAL �1. City standard off -site title sheet with applicable notes. x; OK V 2. 24"X36" sheet size used, including City Standard C OK borders and Blueprint fora Clean Bay Plan Sheet. Q3. Title Block/Scale/North Arrow Shown. OK 4. Plans capable of microfilm reproductions - minimum [ OK 01/8 inch lettering. 5. Engineer's name, number, expiration date and r OK signature included on all sheets. 7��6/ Vicinity Map shown (must be microfilmable). OK ® � 7. Sheet Index and key map included for 3 or more G OK Ifs N/A sheets. 8. Limits of Public Works inspection clearly shown on plan, typical section, and bondestimate. 90 Street Light locations/legend/Electric Service Connection Location shown. .�/10. Elevation tied to City benchmark. Reference City benchmark �i OK CITY COMM ENTS mk l 0 uJ I<j l r OK � N/A F OK Pagel of 6 i C COMPLY NOT APPLY CITY COMMENTS 11. Curb grade plans prepared by Public Works have been incorporated into improvment plans and F- OK N/A verified as adequate. 12. Curb grade plans prepared by Engineer for review by Public Works and cross -sections @ 50` max. intervals OK N/A along road frontage and extending 150' min. beyond limits of work. Profile line, centerline, & EP 13. Signing and striping plan plus existing striping C; OK N/A included in improvement plans. 14. Development No. (SUB, MS, LUP, DP) shown on each sheet. OK N/A 15. Verification and land rights for off -tract work (title C OK C! N/A report, recorded easement, etc.) 16. Permits required from other agencies (Fish & Game CalTrans, Army Corps of Engrs, Flood Control, etc.) OK N/A 17. Right of entry submitted for review for all off -tract E] OK Ci N/A work. 18. Landscaping within the public right-of-way OK N/A ' included in improvement plans. 11 1 P 19. Fence required along water district canals. r OK FX7 N/A 11. ROADS A. TYPICAL SECTIONS 1. Street cross-section shown at 50' intervals maximum (closer intervals may be necessary per C OK N/A the City Engineer). Cross sections slopes shown. 2. Structural pavement design calculations submitted (perCaltrans Highway Design Manual) and OK X- N/A G correspond to plans. 3. Sidewalk, curb and gutter indicated with details EX - OK N/A included on plans. 4. Right -of -Way and street width dimensions shown. Xi OK 5. 2:1 max. cut/fill slopes shown beginning at RM/ OK N/A lines -Soils Report verifying exceptions. 6. Crown Slope indicated. F— OK N/A 7. Pedestrian or bike paths shown. C OK G N/A 8. Pavement Design Chart shown with T.I. and R-values FOK F�-5i N/A for review. Page 2 of 6 PLANVIEWS COMPLY NOT APPLY @P 1. Radius of curvature shown on all curves. OK r' NIA 2. 20' curb return radii shown for major thoroughfares F OK F?-5j N/A and industrial streets. 3. 24' min. curb opening for private road intersection. p 9 4. Horizontal curves and sight distance designed per Highway Design Manual. r OK N/A S. Cul-de-sac radii (35' min.) shown. r1 OK N/A 6. Private road turnarounds shown. C OK r a N/A 7. R/W and street width dimension shown. )X' OK rJ N/A 8. Centerline stationing shown at 50' intervals. �i OK [7 OK 9. Curve info provided in table formalLe. e. BC/EC station, offset, radius, an elta). G OK r N/A C50-:1 Lot/parcel lines and numbers/letters indicated. COK F N`AA J'J 11. Valley gutters indicated. Flag flow line elevations at 9�� quarter points on curb returns and valley gutter �'= OK r; N/A centerline. 12. Stationing and offsets of all drainage structures OK N/A shown. 13. T�R evations at all drain structures w/ invert and OK N/A FL e' Vations shown. (Invert and FL elevations may be shown on profile if preferred. If profile is not on same sheet as plan view, TC/RIM, invert, and FL elevations must be shown on plan and profile.) 14. Drainage easements shown and dimensioned. r , J ox C N/A CITY COMMENTS 15. Location of underground pipes and utilities shown ® EO n for laterals and main lines (i.e. sanitary sewer, gas, [ OK r j N/A water, etc.}.Ap � 16. Street monuments shown. Fp 0K r N/A 17. Off -tract slope easement shown, with x-sections, s topo and offer of dedication for slope easement n OK NIA submitted for review. 18. Pedestrian Paths shown. Basic grade shown. [Xl OK N/A 19. Wheelchair ramps shown at returns with details. OK NIA C. PROFILES 1. Vertical curves designed for proper speeds per OK N/A Highway Design Manual. 2. Minimum vertical curve lengths observed. OK N/A 3. Curb returns and cul-de-sac profiles shown (high OK N/A and or low points indicated when vertical curve is �` r used. Page 3 of 6 1 COMPLY NOT APPLY CITY COMMENTS 4. Vertical curve used for grade breaks greaterthan 2%. (3% on sag curves). OK NIA 5. 60/6maximum gradient observed@ intersecting streets. OK N/A 6. 6% maximum grade observed across intersections. r" OK N/A 7. 1 % minimum grade observed on all streets. OK NIA 8. Maximum street grades per ordinance. OK N/A � p / 7 Underground pipes and utilities shown. 10. Existing Where ground at centerline shown. OK �" N/A topography is steep, existing ground left and right of centerline has been shown. 11. Finish grade profile for centerline and for top of curb X OK " N/A ` .-- shown (left & right) if special grades required. - 6n 12. Cul-de-sacs all have 1 %to 4% cross slope between r' OK N/A gutter lip and high point. 13. Super elevation grades shown where required by C OK N/A Highway Design Manual. 14. - Back of curb flow diverters indicated on proposed county streets with grades over 5%when no sidewalk OK N/A installed. 15. Centerline profiles of intersecting streets shown to their point of intersection.. (Showing curb return or ' G OK r NIA other profiles in lieu of the centerline profile is not an adequate or correct representation.) 16. Off tract profile to catch point shown where road is F-1 OK �i N/A constructed to subdivision boundary. 17. Centerline stations and elevations shown @ 50' OK G N/A minimum intervals and @ all BVC, EVC, PIVC, and grade breaks. 18. Profile slopes indicated. C OK FI NIA III. DRAINAGE A. HYDROLOGY - HYDRAULICS 1. Contours shown for 100 feet+ beyond property. OK N/A 2. 100 year water surface calculations completed when C OK r N/A natural watercourse or drainage facility flows through or adjacent to subdivision or the property lies within flood hazards or flood prone area and water surface shown on plans. 3. EGL, HGL, F1, E1, Q, A, S, V, freeboard at structures, OK N/A structure losses, taiiwater assumptions, super or subcritical flow all indicated. 4. Adequacy of in -tract drainage system verified. rl OK F° N/A 5. All starting water surface calculations adequately verified. (When computing beginning water surface in ' OK ;X. N/A natural watercourse and no obvious point of control is available, begin 500' downstream and work up to point in question.) Page 4 of 6 COMPLY NOT APPLY 6. Adequacy of off tract drainage system verified. F` OK —<, N/A B. EASEMENTS 1. Easements shown on map are shown on plans.i OK EX, N/A 2. Off -tract drainage improvements (plan and profile) OK N/A and accompanying easements shown. Off -tract offers of dedication for drainage easement submitted for review. 3. Off -tract work to be done but no easement OK r NIA requirements. Right of entry submitted for review. 4. Easement widths indicated for (a) closed conduits, (b) open channels. OK N/A S. Sufficient X-sections submitted to verify easement width and Development rights for open channels. F- OK Ci N/A 6. Access and ingress easements shown, graded to be OK r N/A useable. 7. Minimum 12' ingress easement to public way provided to all access easements. C OK C N/A 8. Minimum 40' centerline radius for access easements OK N/A shown. 9. Structure setback line indicated and location verified with X-sections for unimproved channel. [ OK N/A 10. Fences shown as required where street crosses E7, OK C N/A watercourse or drainage structure. 11. Fences shown as required at outside boundaries of open lined channel easements and water district canals. — OK N/A C. STRUCTURES 1. Inlet detail shown for new inlet installation. OK r N/A 2. Inlet depths without manhole bases and max. dia. OK C3 N/A Pipes through inlets observed. Type A 6' CC 3011 36" front 30" side Type B 12' CC3012 36" front 30" side Type C 4' CC3013 36" front 24" side Type D 6' CC3016 36" front 24" side Type E 4' CC3017 36" front 24" side 3. Max. diameter pipes through manholes observed. Type 1 24" CC 3020 OK N/A Type 11 42" CC 3021 Type III 60" CC 3022 4. 1.25" minimum freeboard in inlets and manholes. r; OK N/A 5. HGL shown in all structure profiles. OK r; N/A 6. Structure type indicated on plan or on structure list r; OK N/A on same plan sheet. C CITY COMMENTS Page 5 of 6 COMPLY NOT APPL. CITY COMMENTS D. PIPES 1. Closed conduit minimum slope of 0.005 observed. OK N/A i 2. Natural watercourses are placed in closed G OK N/A conduits for flows less than 80 cis. 3. Storm drain calculations submitted and correspond r; OK N/A with plans. 4. Water directed into inlet does not reverse the OK N/A direction of flow. S. Minimum centerline radii of pipe checked. Beveled RCP lengths specified (bevel one or both Fi OK X1 N/A ends) and stationing of EC and BC indicated. 6. Outlet protection for closed conduits or lined OK r N/A channels provided. 7. 2` minimum cover over pipe observed (provided C OK N/A manufacturer specs does not require more) unless special design and calcs. Design Q shown on pipe profile. C! OK F] N/A 91 It us OK N/A t, A 4d � "( i —1 9. Minimum cleansing velocity of 2 FPS with half design flow observed. ®�. 8 10. 18" minimum pipe size. rXj OK N/A kl& F A E. CHANNELS 1. Maximum velocity in earth channel verified by OK C` N/A soils report -minimum velocity FPS. 2. Improved earth channel side slopes shown to be OK �l N/A 2:1 or less steep as specified by soils report. 3. Lined channel side slopes as specified by soils F OK F?—�j. NIA report. 4. Areas noted to be cleared of structures, trees, OK X, N/A brush, and debris within natural channel and watercourses. J:\FORMS\Templates\Land Development\Street Improvements\Checklist for Street Improvement Plans STATIC form2.pdf Rev. 1 /12 Page 6 of 6 CITY OF CAMPBELL Prjr{tForm DEPARTMENT OF PUBLIC WORKS ENGINEERING DIVISION 70 North First Street, Campbell, CA 95008 i Ph. (408) 866-2150; Fx. (408) 376-0958 7 CHECKLIST FOR ON -SITE GRADING AND DRAINAGE APPLICATION NO(S): r Al t ADDRESS: 125 South San Tomas Aquino Road �. Instructions: This checklist provides advance notification to applicants of the City of Campbell's final on -site grading and drainage plaiis•;. and submittal requirements. Using this checklist will expedite your application through the City's review process. Prior to submitting a final on -site grading and drainage plan list to the City Engineer, please place an "X" in the box indicating that you have complied or that the particular item does not apply. Review applicable sections, which are referenced in parentheses, before checking off each item. SEAL AND SIGNATURE OF ENGINEER OF WORK I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT, AND COMPLETION OF THIS CHECKLIST, AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSION CODE, AND THAT THE DESIGN IS CONSISTENTWITH CURRENT STANDARDS. _ Signature Date 7�� Printed Name: Michael C. Sheehy RCE #: 29693 `� Exp. 3-31 VVL Expiration Data: 03-31-15 UFO � ITEMS COMPLY NOTAPPLY CITY COMMENTS 1. GENERAL 1. City standard on -site title sheet with applicable notes. OK N/A 2. 24"X36" sheet size used, including City Standard � OK N/A borders and Blueprint fora Clean Bay Plan Sheet. Title Block/Scale/North Arrow Shown. r OK F] N/A ,�3. V 4. Plans must be clearly readable before and after EXj OK [j N/A microfilm reproductions. Engineer's name, number, expiration date and included rx—1 OK N/A ® p WI signature on all sheets. 1 6. Vicinity Map shown (must be microfilmable). OK r N/A ,/7. Sheet Index and key map included for 3 or more [X7i OK G N/A sheets. Cross sections as needed for clarity. JX OK j ] N/A I QT L �4 �% " 9. V,0. All adjacent streets labeled correctly. C OK N/A Reference to City benchmark OK N/A Pagel of t COMPLY NOTAPPLY CITY COMMENTS 11. Existing and proposed property easement lines. OK N/A 12. Streets dimensioned (existing right-of-way, pavement curb, gutter, sidewalk and G OK ( N/A parkways.) 13. Adjacent Properties labeled as to use. / �� , OK j N/A gel 14. Provide an Erosion/Sediment Control plan identifying temporary storm drain and BMP OK N/A protection during construction. IL GRADING v// 15. Stencils at storm drainage facilities labeled / as "Flows to Bay". OK r N/A 16. I'contour lines (existing and proposed).OK N/A 17 Existing and proposed building locations and pad elevations. G OK F7, N/A y,18. Proposed elevations at high points, grade breaks, and other significant locations. J OK N/A AIM— AMA5�M 19. Finished grade elevations at building corners. `'f OK � N/A M i S5 1 � . 20. Lot corner elevations and the elevation at the f high point in the yard. r OK 1-1 N/A SoAl (S�I%Q� 2 Side and rear yard topography extending a sufficient distance beyond property line (20' minimum) to determine that proposed grading G OK N/A °_ 64 will not impede existing drainage patterns. eap '�- 22. Existing and proposed fences or retaining walls. 15;�J OK N/A Ly Pem CE-E Q. 4- Is+ RYs, 23. Quantities of cut and fill in cubic yards. ❑ OK E] �N/A 4. Lots numbered and dimensioned per final map. G U---C—Sl A a Q1 A— Z-L Vi.5. Grading conforms to approved preliminary FXI OK Ci N/A plans. 26 Sufficient elevations on adjacent parcels must be Ci OK C N/A indicated to demonstrate that proposed grading will not impede existing drainage patterns. N OK r N/A III. DRAINAGE �7. Location and elevation of overland release to public storm system shown. O OK N/A " 28. Roof drainage downspout locations shown. OK F N/A 29. Interior drainage facilities identified (catch basin, _ pipes, swales, etc.). C OK N/A 6' 30 Size, grate elevation and invert elevation of all inlets shown and cross section of drainage swales shown f?—�j OK N/A i —AI-P� All ( SS 1 &1 31 Pipe materials, slopes and sizes shown. OK j- N/A � + s 32. Channeiization of flows to adjacent properties will not be allowed. OK _ r N/A Page 2 of 3 e COMPLY NOT APPLY CITY COMMENTS 133. Sheetflow across public property will not be allowed. Ci OK N/A 34. Runoff from impervious areas should be channeled to X; OK �s N/A r g' s�� �,�s� pervious areas. Direction of flow from impervious to areas shown. e pervious 35. Amount of proposed pervious area and proposed ri OK N/A impervious area (in square feet). 36. Drainage calculations using the numeric sizing [ OK N/A criteria, if applicable. 37. Calculations sizing the selected BMP based on results OK ri N/A from the numeric sizing criteria, if applicable. 38. Dimensions, cross sections and slopes, if Cd OK r; N/A applicable, of the selected BMP to treat the site shown. 39. Vegetated drainage swales, filter strips and/or other [j OK OK treatment devices shall be designed to store runoff and drain when at capacity. Elevations of swale features (f.e. top ofswale, basin of swale, top of overflow grate, etc.) shown. IV. NOTES 40. City of Campbell GENERAL GRADING AND DRAINAGE [I OK r- N/A NOTES are included on the plans. V. SEAL OF ENGINEER OF WORK 41. Seal of Engineer of Work shown on plans as follows: r OK SEAL OF ENGINEER OF WORK: I hereby declare that 1 am the Engineer of Work for this project, that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with current standards. The design shown hereon is necessary and reasonable and does not restrict any historic drainage flows from adjacent properties nor increase drainage to adjacent properties. I understand that -the check of project drawings and specifications by the City of Campbell is confined to a review only and does not relieve me, as Engineer of Work, of my responsibilities for project design. Engineer of Work Name, P.E. Date (Firm Name) (Firm Address) (Firm Telephone) N/A RCE# Expiration Date: 1WORMSWemplateAl and Development\Grading & Drainage\Checklist for On -Site Grading and Drainage STATIC form2.pdf Rev. 07111 Page 3 of 3 S/ZS O� 001� I - - -, Water Boards State Water Resources Control Board Approved Date: March 22, 2013 Jay Pawlek Taylor Morrison of California LLC 1180 Iron Point Road Suite 100 Folsom CA 95630 RECEIPT OF YOUR NOTICE OF INTENT (NOI) G EDMUND G,BROWNJR. .."R OP 1 MATTHEW RODRIQUEZ The State Water Resources Control Board (State Water Board) has received and processed your NOI to comply with the terms of the General Permit to Discharger Storm Water Associated with Construction Activity. Accordingly, you are required to comply with the permit requirements. The Waste Discharger Identification (WDID) number is: 2 43C365954 . Please use this number in any future communication regarding this permit. SITE DESCRIPTION OWNER: Taylor Morrison of California LLC DEVELOPER: Taylor Morrison of California LLC SITE INFORMATION: San Tomas Aquino Development NW Corner San Tomas Aquino Road at Bucknall Road Campbell TOTAL DISTURBED ACRES: 2 START DATE: March 25, 2013 COMPLETION DATE: December 31, 2014 COUNTY: Santa Clara When the Owner changes, a new NOI, site map, and fee must be submitted by the new Owner. As the previous owner, you are required to submit a Notice of Termination (NOT) to the local Regional Water Board stating you no longer own or operate the Site and coverage under the General Pen -nit is not required. Unless notified, you will continue and are responsible to pay the annual fee invoiced each January. If you have any questions regarding permit requirements, please contact your Regional Water Board at 510-622-2300 . Please visit the storm water web site at http://www.waterboards.ca.gov/water_issues/programs/stormwater/ to obtain an NOT and other storm water related information and forms. Sincerely, Storm Water Section Division of Water Quality CHARLES R. HOPPIN, CHAIR ( THOMAS HOWARD, EXECUTIVE OFFICER 10011 Street, PO Box 1977, Sacramento, California, 95812 I �.waterboards.ce.gov, ph:1-866-563-3107, fax:(916)341-5543 CD RCCVCLEe PAPER t ' �! Santa Clara Valley Urban Runoff Pollution Prevention Program PROVISION C.3 DATA FORM IQ- ti:J V Which Projects Must Comply with Stormwater Requirements? All projects that create and/or replace 10,000 sq. ft. or more of impervious surface on the project site must fill out this worksheet and submit it with the development project application. All restaurants, auto service facilities, retail gasoline outlets, and uncovered parking lot projects (stand-alone or part of another development project, including the top uncovered portion of parking structures) that create and/or replace 5,000 sq. ft. or more of impervious surface on the project site must also fill out this worksheet. Interior remodeling projects, routine maintenance or repair projects such as re -roofing and re -paving, and single family homes that are not part of a larger plan of development are NOT required to complete this worksheet. What is an Impervious Surface? An impervious surface is a surface covering or pavement that prevents the land's natural ability to absorb and infiltrate rainfall/stormwater. Impervious surfaces include, but are not limited to rooftops, walkways, paved patios, driveways, parking lots, storage areas, impervious concrete and asphalt, and any other continuous watertight pavement or covering. Pervious pavement, underlain with pervious soil or pervious storage material (e.g., drain rock), that infiltrates rainfall at a rate equal to or greater than surrounding unpaved areas OR that stores and infiltrates the water quality design volume specified in Provision C.3.d of the Municipal Regional Stormwater Permit (MRP), is not considered an impervious surface. For More Information For more information regarding selection of Best Management Practices for stormwater pollution prevention or stormwater treatment contact: 1. Project Information Project Name: 125 S. San Tomas Aquino Rd APN # Project Address: Cross Streets: 125 S. San Tomas Aquino Rd Bucknall Rd and San Tomas Aquino Rd 403-02-039 Applicant/Developer Name: Taylor Morrison Project Phase(s): N/A of Engineer: Ruth and Going, Inc. Project Type (Check all that apply): ❑ New Development ❑ Redevelopment ® Residential ❑ Commercial ❑ Industrial ❑ Mixed Use ❑ Public ❑ Institutional ❑ Restaurant ® Uncovered Parking ❑ Retail Gas Outlet ❑ Auto Service (SIC code) ❑ Other (5013-5014, 5541, 7532-7534, 7536-7539) Project Description: 27 Lot Subdivision with 25 units, a private street, and a park. Project Watershed/Receiving Water (creek, river or bay): San Tomas Aquino Creek SCVURPPP C.3. Data Form Page 1 of 4 November 2011 2. Project Size a. Total Site Area: 2.03 acre b. Total Site Area Disturbed: 2.03 acre (including clearing, grin , or excavating) Existing Area (ft2) Proposed Area (ft2) Total Post -Project Area (fe) Replaced New Impervious Area Roof 32,285 28,446 0 28,446 Parking 43,861 4,149 0 4,149 Sidewalks and Streets 0 0 32,484 32,484 c. Total Impervious Area 76,146 0 d. Total new and replaced impervious area 65,079 Pervious Area Landscaping 12,305 12,305 11,067 23,372 Pervious Paving 0 0 0 0 Other (e.g. Green Roof) 0 0 0 0 e. Total Pervious Area 12,305 12,305 11,067 23,372 f. Percent Replacement of Impervious Area in Redevelopment Projects (Replaced Total Impervious Area Existing Total Impervious Area) x 100% = 85.47 . % 3. State Construction General Permit Applicability: a. Is #2.b. equal to 1 acre or more? ® Yes, applicant must obtain coverage under the State Construction General Permit (i.e., file a Notice of Intent and prepare a Stormwater Pollution Prevention Plan) (see www.swrcb.ca.gov/water issues/programs/stormwater/construction.shtml for details). ❑ No, applicant does not need coverage under the State Construction General Permit. 4. MRP Provision C.3 Applicability: a. Is #2.d. equal to 10,000 sq. ft. or more, or 5,000 sq. ft. or more for restaurants, auto service facilities, retail gas outlets, and uncovered parking? (*Note that for public projects, the 5, 000 sq. ft threshold does not take effect until 1211112.) ® Yes, C.3. source control, site design and treatment requirements apply ❑ No, C.3. source control and site design requirements may apply — check with local agency b. Is #21. equal to 50% or more? ® Yes, C.3. requirements (site design and source control, as appropriate, and stormwater treatment) apply to entire site ❑ No, C.3. requirements only apply to impervious area created and/or replaced 5. Hydromodification Management (HM) Applicability: a. Does project create and/or replace one acre or more of impervious surface AND is the total post -project impervious area greater than the pre -project (existing) impervious area? ❑ Yes (continue) D No — exempt from HM, go to page 3 b. Is the project located in an area of HM applicability (green area) on the HM Applicability Map?( www.scvurppp-w2k.com/hmp maps.htm ) ❑ Yes, project must implement HM requirements ® No, project is exempt from HM requirements SCVURPPP C.3. Data Form Page 2 of 4 November 2011 6. Selection of Specific Stormwater Control Measures: Site Design Measures ❑ Minimize land disturbed ® Minimize impervious surfaces ❑ Minimum -impact street or parking lot design ❑ Cluster structures/ pavement ❑ Disconnected downspouts ❑ Pervious pavement ❑ Green roof ❑ Microdetention in landscape ® Other self -treating area ❑ Self -retaining area ❑ Rainwater harvesting and use (e.g., rain barrel, cistern connected to roof drains)1 ❑ Preserved open space: ac. or sq. ft .(circle one) ❑ Protected riparian and wetland areas/buffers (Setback from top of bank: ft.) ❑ Other Source Control Measures ❑ Alternative building materials ❑ Wash area/racks, drain to sanitary sewer ❑ Covered dumpster area, drain to sanitary sewer ❑ Sanitary sewer connection or accessible cleanout for swimming pool/spa/fountain2 ❑ Beneficial landscaping (minimize irrigation, runoff, pesticides and fertilizers; promotes treatment) ❑ Outdoor material storage protection ❑ Covers, drains for loading docks, maintenance bays, fueling areas ❑ Maintenance (pavement sweeping, catch basin cleaning, good housekeeping) ® Storm drain labeling ❑ Other Flow Duration Controls for Hydromodification Management (HM) ❑ Detention basin ❑ Underground ❑ Bioretention with outlet tank or vault control Treatment Systems ❑ None (all impervious surface drains to self -retaining areas) LID Treatment ❑ Rainwater harvest and use (e.g., cistern or rain barrel sized for C.3.d treatment) ❑ Infiltration basin ❑ Infiltration trench ❑ Exfiltration trench ® Underground detention and infiltration system (e.g. pervious pavement drain rock, large diameter conduit) Biotreatment 3 ❑ Bioretention area ❑ Flow -through planter ❑ Tree box with bioretention soils ❑ Other Other Treatment Methods ❑ Proprietary tree box filter' ❑ Media filter (sand, compost, or proprietary media)¢ ❑ Vegetated filter strips ❑ Dry detention basins ❑ Other ❑ Other I Optional site design measure; does not have to be sized to comply with Provision C.3.d treatment requirements. 2 Subject. to sanitary sewer authority requirements. 3 Biotreatment measures are allowed only with completed feasibility analysis showing that infiltration and rainwater harvest and use are infeasible. 4 These treatment measures are only allowed if the project qualifies as a "Special Project". 5 These treatment measures are only allowed as part of a multi -step treatment process. SCVURPPP C.3. Data Form Page 3 of 4 November 2011 7. Treatment System Sizing for Projects with Treatment Requirements Indicate the hydraulic sizing criteria used and provide the calculated design flow or volume: Treatment System Component Hydraulic Sizing Criteria Used3 Design Flow or Volume (cfs or cu.ft.) Underground Detention/ Infiltration Facility Volume Based (URQM) 4250 cu. ft. 3Key: 1 a: Volume — WEF Method lb: Volume — CASQA BMP Handbook Method 2a: Flow — Factored Flood Flow Method 2b: Flow — CASQA BMP Handbook Method 2c: Flow — Uniform Intensity Method 3: Combination Flow and Volume Design Basis 8. Alternative Certification: Was the treatment system sizing and design reviewed by a qualified third - party professional that is not a member of the project team or agency staff? ❑ Yes ❑ No Name of Reviewer 9. Operation & Maintenance Information A. Property Owner's Name B. Responsible Party for Stormwater Treatment/Hydromodification Control O&M: a. Name: b. Address: c. Phone/E-mail: This section to be completed by Municipal staff. O&M Responsibility Mechanism Indicate how responsibility for O&M is assured. Check all that apply: ❑ O&M Agreement ❑ Other mechanism that assigns responsibility (describe below): Reviewed: Community Development Department Planning Division: Building Division: Return form to: SCVURPPP C.3. Data Form Page 4 of 4 Public Works Department Engineering: _ Other (Specify): _ Data entry performed by: November 2011 0 Ol Infiltration Feasibility Worksheet Municipal Regional Stormwater Permit (MRP) Stormwater Controls for Development Projects Complete this worksheet for C.3 Regulated Projects* for which the soil hydraulic conductivity (Ksat) exceeds 1.6. Use this checklist to determine the feasibility of treating the c.3.d amount of runoff* with infiltration. Where it is infeasible to treat the C.3.d amount of runoff* with infiltration or rainwater harvesting and use, stormwater may be treated with biotreatment* measures. See Glossary (Attachment 1) for definitions of terms marked with an asterisk (*). 1. Enter Project Data. 1.1 Project Name: Palomar 1.2 Project Address: 125 S. San Tomas Aquino Road, Campbell 1.3 Applicant/Agent Name: Ruth and Going, Inc. (Brandon Stieber) 1.4 Applicant/Agent Address: a � 25 S`t' Tomas ` CYuI c Road',ampbell, Applicant / Agent 1.5 Applicant/Agent Email: bstiebert7a ruthandgoing.com Phone: (408) 236-2407 2. Evaluate infiltration feasibility. Check "Yes" or "No" to indicate whether the following conditions apply to the project. If "Yes" is checked for any question, then infiltration is infeasible, and you can continue to item 3.1 without answering any further questions in Section 2. if all of the answers in Section 2 are No, " then infiltration is feasible, and you may design infiltration facilities * for the area from which runoff most be treated. items 2.1 through 2.3 address the feasibility o j using infiltration facilities*, as well as the potential need to line bioretention areas. Yes No 2.1 Would infiltration facilities at this site conflict with the location of existing or proposed underground utilities or easements, or would the siting of infiltration facilities at this site result in their placement on top of underground utilities, or otherwise oriented to underground utilities, such that they would discharge to the utility trench, restrict access, or cause stability concerns? (If yes, attach evidence documenting this condition.) 2.2 Is there a documented concern that there is a potential on the site for soil or groundwater pollutants to be mobilized? (If yes, attach documentation of mobilization concerns.) ❑ IM-1 2.3 Are geotechnical hazards present, such as steep slopes, areas with landslide potential, soils subject to liquefaction, or would an infiltration facility need to be built less than 10 feet from a building foundation or other improvements subject to undermining by saturated soils? (If yes, attach documentation of geotechnical hazard.) Respond to Questions 2.4 through 2.8 only if the project proposes to use an infiltration device*. No proposed infiltration devices. 2.4 Do local water district or other agency's policies or guidelines regarding the locations where infiltration may occur, the separation from seasonal high groundwater, or setbacks from potential sources of pollution prevent infiltration devices from being implemented at this site? (If yes, attach evidence ❑ L_i documenting this condition.) 2.5 Would construction of an infiltration device require that it be located less than 100 feet away from a septic tank, underground storage tank with hazardous materials, or other potential underground source of pollution? (If yes, attach evidence documenting this claim.) Infiltration Feasibility Worksheet 2.6 Is there a seasonal high groundwater table or mounded groundwater that would be within 10 feet of the base of an infiltration device* constructed on the site? (if yes, attach documentation of high groundwater.) 2.7 Are there land uses that pose a high threat to water quality — including but not limited to industrial and light industrial activities, high vehicular traffic (i.e., 25,000 or greater average daily traffic on a main roadway or 15,000 or more average daily traffic on any intersecting roadway), automotive repair shops, car washes, fleet storage areas, or nurseries? (If yes, attach evidence documenting this claim.) 2.8 Is there a groundwater production well within 100 feet of the location where an infiltration device would be constructed? (If yes, attach map showing the well.) 3. Results of Feasibility Determination 3.1 Based on the results of the Section 2 feasibility analysis, infiltration is (check one)a Yes No 3 ❑ ❑ 'J ❑ Infeasible Feasible -> If "FEASIBLE" is indicated for Item 3.1, then the amount of stormwater requiring treatment must be treated with infiltration (or rainwater harvest and use, if feasible). Infiltration facilities* may be designed for the area from which runoff must be treated. --> If "INFEASIBLE" is checked for item 3.1, then the applicant may use appropriately designed biotreatment facilities* for compliance with C.3 treatment requirements. The applicant is encouraged to maximize infiltration of stormwater if site conditions allow. Brandon Stieber Name of Applicant (Print) P, 1 Name of Applicant (Sign) Date • �J UrSanta Clara alley Urban Runoff Pollution Prevention Program Infiltration/Harvesting and Use Feasibility Screening Worksheet Apply these screening criteria for C.3 Regulated Projects* required to implement Provision C.3 stormwater treatment requirements. See the Glossary (Attachment I) for definitions of terns marked with an asterisk (*). Contact municipal staff to determine whether the project meets Special Project* criteria. If the project meets Special Project criteria, it may receive LID treatment reduction credits. 1. Applicant Info Site Address: Applicant Name:. Mailing Address: 2. Feasibility Screening for Infiltration CA APN: Phone No.: Do site soils either (a) have a saturated hydraulic conductivity* (Ksat) that will NOT allow infiltration of 80% of the annual runoff (that is, the Ksat is LESS than 1.6 inches/hour), or, if the Ksat rate is not available, (b) consist of Type C or D soils?' ❑ Yes (continue) ❑ No —complete the Infiltration Feasibility Worksheet. If infiltration of the C.3.d amount of runoff is found to be feasible, there is no need to complete the rest of this screening worksheet. 3. Recycled Water Use Check the box if the project is installing and using a recycled water plumbing system for non -potable water use. ❑ The project is installing a recycled water plumbing system, and installation of a second non -potable water system for harvested rainwater is impractical, and considered infeasible due to cost considerations. Skip to Section 6. 4. Calculate the Potential Rainwater Capture Area* for Screening of Harvesting and Use Complete this section for the entire project area. If rainwater harvesting and use is infeasible for the entire site, and the project includes one or more buildings that each have an individual roof area of 10,000 sq. ft. or more, then complete Sections 4 and S of this fonn for each of these buildings. 4.1 Table 1 for (check one): ❑ The whole project ❑ Area of 1 building roof (10,000 sq.ft. min.) Table 1: Calculation of the Potential Rainwater Capture Area l The Potential Rainwater Capture Area may consist of either the entire project area or one building with a roof area of 10,000 sq. ft. or more. 1 2 3 4 Pre -Project Proposed Impervious Surface (IS), in Post -project Impervious surface2 sq. ft. landscaping (sq.ft.), if (sq.ft.), if applicable Replaced3IS Created'IS applicable a. Enter the totals for the area to be evaluated: b. Sum of replaced and created impervious surface: N/A N/A a Area of existing impervious surface that will NOT be replaced by the project. N/A N/A Base this response on the site -specific soil report, if available. If this is not available, consult soil hydraulic conductivity maps in Attachment 3. ', Enter the total of all impervious surfaces, including the building footprint, driveway(s), patio(s), impervious deck(s), unroofed porch(es), uncovered parking lot (including top deck of parking structure), impervious trails, miscellaneous paving or structures, and off -lot impervious surface (new, contiguous impervious surface created from road projects, including sidewalks and/or bike lanes built as part of new street). Impervious surfaces do NOT include vegetated roofs or pervious pavement that stores and infiltrates rainfall at a rate equal to immediately surrounding, unpaved landscaped areas, or that stores and infiltrates the C.3.d amount of runoff*. 3 "Replaced" means that the project will install impervious surface where existing impervious surface is removed. 4 "Created" means the project will install new impervious surface where there is currently no impervious surface. * For definitions, see Glossary (Attachment 1). Page 1 of 3 FINAL November 2011 Infiltration/Harvesting and Use Feasibility Screening Worksheet 4.2 Answer this question ONLY if you are completing this section for the entire project area. If existing impervious surface will be replaced by the project, does the area to be replaced equal 50% or more of the existing area of impervious surface? (Refer to Table 1, Row "a". Is the area in Column 2 > 50% of Column 1 ?) ❑ Yes, C.3. stormwater treatment requirements apply to areas of impervious surface that will remain in place as well as the area created and/or replaced. This is known as the 50% rule. ❑ No, C.3. requirements apply only to the impervious area created and/or replaced. 4.3 Enter the square footage of the Potential Rainwater Capture Area*. If you are evaluating only the roof area of a building, or you answered "no" to Question 4.2, this amount is from Row "b" in Table 1. If you answered "yes" to Question 4.2, this amount is the sum of Rows "b" and "c" in Table 1.: square feet. 4.4 Convert the measurement of the Potential Rainwater Capture Area* from square feet to acres (divide the amount in Item 4.3 by 43,560): acres. 5. Feasibility Screening for Rainwater Harvesting and Use 5.1 Use of harvested rainwater for landscape irrigation: Is the onsite landscaping LESS than 2_5 times the size of the Potential Rainwater Capture Area* (Item 4.3)? (Note that the landscape area(s) would have to be contiguous and within the same Drainage Management Area to use harvested rainwater for irrigation via gravity flow.) ❑ Yes (continue) ❑ No — Direct runoff from impervious areas to self -retaining areas* OR refer to Table 11 and the curves in Appendix F of the LID Feasibility Report to evaluate feasibility of harvesting and using the C.3.d amount of runoff for irrigation. 5.2 Use of harvested rainwater for toilet flushing or non -potable industrial use: a. Residential Proiects: Proposed number of dwelling units: Calculate the dwelling units per impervious acre by dividing the number of dwelling units by the acres of the Potential Rainwater Capture Area* in Item 4.4. Enter the result here: Is the number of dwelling units per impervious acre LESS than 100 (assuming 2.7 occupants/unit)? ❑ Yes (continue) ❑ No — complete the Harvest/Use Feasibility Worksheet. b. Commercial/Industrial Projects: Proposed interior floor area: (sq. ft.) Calculate the proposed interior floor area (sq.ft.) per acre of impervious surface by dividing the interior floor area (sq.ft.) by the acres of the Potential Rainwater Capture Area* in Item 4.4. Enter the result here: Is the square footage of the interior floor space per impervious acre LESS than 70,000 sq. ft.? ❑ Yes (continue) ❑ No — complete the Harvest/Use Feasibility Worksheet c. School Projects: Proposed interior floor (sq. ft.) Calculate the proposed interior floor area per acre of impervious surface by dividing the interior floor area (sq.ft.) by the acres of the Potential Rainwater Capture Area * in Item 4.4. Enter the result here: Is the square footage of the interior floor space per impervious acre LESS than 21,000 sq. ft.? ❑ Yes (continue) ❑ No — complete the Harvest/Use Feasibility Worksheet * For definitions, see Glossary (Attachment 1). Page 2 of 3 FINAL November 2011 • Infiltration/Harvesting and Use Feasibility Screening Worksheet d. Mixed Commercial and Residential Use Projects • Evaluate the residential toilet flushing demand based on the dwelling units per impervious acre for the residential portion of the project, following the instructions in Item 5.2.a, except you will use a prorated acreage of impervious surface, based on the percentage of the project dedicated to residential use. • Evaluate the commercial toilet flushing demand per impervious acre for the commercial portion of the project, following the instructions in Item 5.2.a, except you will use a prorated acreage of impervious surface, based on the percentage of the project dedicated to commercial use. e. Industrial Proiects: Estimated non -potable water demand (gal/day): Is the non -potable demand LESS than 2,400 gal/day per acre of the Potential Rainwater Capture Area? ❑ Yes (continue) ❑ No — refer to the curves in Appendix F of the LID Feasibility Report to evaluate feasibility of harvesting and using the C.3.d amount of runoff for industrial use. 6. Use of Biotreatment If only the "Yes" boxes were checked for all questions in Sections 2 and 5, or the project will have a recycled water system for non -potable use (Section 3), then the applicant may use appropriately designed bioretention facilities for compliance with C.3 treatment requirements. The applicant is encouraged to maximize infiltration of stormwater if site conditions allow. 7. Results of Screening Analysis Based on this screening analysis, the following steps will be taken for the project (check all that apply): ❑ Implement biotreatment measures (such as an appropriately designed bioretention area). ❑ Conduct further analysis of infiltration feasibility by completing the Infiltration Feasibility Worksheet. ❑ Conduct further analysis of rainwater harvesting and use (check one): ❑ Complete the Rainwater Harvesting and Use Feasibility Worksheet for: ❑ The entire project ❑ Individual building(s), if applicable, describe: ❑ Evaluate the feasibility of harvesting and using the C.3.d amount of runoff for irrigation, based on Table 11 and the curves in Appendix F of the LID Feasibility Report ❑ Evaluate the feasibility of harvesting and using the C.3.d amount of runoff for non -potable industrial use, based on the curves in Appendix F of the LID Feasibility Report. For definitions, see Glossary (Attachment 1). Page 3 of 3 FINAL November 2011 - .. ......... . ... . . . ............ ..... . a IN 13 Q--) (J ECORAI SYSTEMS CUSTOMER SUPPORT "Simple Solutions that Really Work" ➢ Free EcoRain® Systems design assistance. ➢ Free installation assistance via phone or on -site. ➢ Free engineer approval assistance to switch -out other designed storm water systems. ➢ EcoRain@ Tanks qualify as an "or equal"to most other designs. (866) 991-7246Toll Free • (818) 905-7145 - info@EcoRain.com • www.EcoRain.com EcoRainO Systems manufactures 100% recycled - 60% post consumer & 40% post industrial — polypropylene underground water detention structures and drainage cells. Engineers have designed and contractors have installed patent pending and trademarked EcoRain@ products since 2006. Los Angeles International Airport now has the largest bioswale detention structure of this type in the world - built with EcoRain@ Tanks it is over 450,000 cubic feet. EcoRain© Systems has manufacturing plants in the United States and other countries — we make all products to USA standards, continually monitor the manufacturing process, and use USA laboratory tests for strength and flow capabilities. Laboratory, field tests, and approvals are available upon request. Single Tank Assembly Always InstallTanks Upr `.Half Tank-J Multiple Tank Assembly - May Be Stacked Five -High Maximum Strength and for Warranty: SingleTank`=1.48' High • • ECORAINO TAi 4,ssemble In Ten .' ER-50o Half Tank ER-501 Single Tank ER-502 Double Tank ER-503 Triple Tank ER-504 Quad Tank ER-505 Pent Tank Attach Half Tanks to Sin- gle, Double,Triple or Quad Tanks - See Di- mensions Chart on Page 11 for sizes. MADE IN USA & other countries Report[CC Structural J. TEST Standard Used Imperial Metric Ultimate Load - H 25 Load Rated AASHTO LRFD Displacement .433" 11 mm Temperature Parameter 46.4° - 57.2° F 8°-14 ° C Void Storage Area 97% Material 100% Recycled Polypropylene Biological & Chemical Resistance Unaffected by moulds, algae, soil - borne chemicals, bacteria & bitumen. Temperature Tolerance -22° to 248OF -30° to 1201 C Flow Rate ASTM D4716 .671 f3/second 019 m3/second LEED& CREDITS For ECORAINO SYSTEMS.P,roducts 2 MADE IN USA & other countries Standard Used Imperial Metric Size of One Piece 3.23 ft2 0.300 mz Width 1.64 ft 500 mm Length 1.97 ft 600 mm Height 1 in 25 mm Void Storage Area 80% .23 cubic feet 80% Material 100% Recycled Polypropylene Biological & Chemical Resistance Unaffected by molds, algae, soil -borne chemicals, bacteria, & bitumen Compressive Strength/Ultimate Load ASTM D1621 306.80 psi ±205.56 t/mz Flow Rate per Unit Width ASTM D4716 >31.70 al/min >120 It/min Service Temperature -22'F to 248'F -30 °C to 120 'C APPLICATIONS Green Roofs Planter Boxes The EcoRainO 1" Drainage Cell provides a In addition to providing excellent drainage flat, strong, 80% surface void and and humidity to the soil, the lightweight interior void space for water collection and EcoRain 1" Drainage Cell is easy to cut to discharge under the soil layer. It is easy to install, size and install. Because it is a fully supported lightweight, and has a strong clipping system to 1"void space between the soil, sides & create one large layer. Cut with snips or bottom of the planter box, it prevents transfer a saw. Use of the Cell allows reduction of soil of moisture from the soil through the walls of depth, thereby reducing weight on the roof. the box -protecting building surfaces. x sr: F z Retaining Walls Use of the EcoRain@ 1" Drainage Cells r 3t creates a strong and true void space .. `�, , ; ,,,,�, r,r„ between the wall and backfill that relieves _. _ .. _ _R "`� ° ` hydrostatic pressure and allows for easy _ purveyance and collection of water away EcoRainz" Green Roofs from the bottom of the wall. The Cell also acts as a vapor barrier that protects the wall's waterproof membrane. Sport Fields EcoRain@ Systems Inc. products are a perfect Y i match for proper drainage of Sport Fields. The; Drainage Cells prevent ponding and allow: X 1 for recycle of rain and irrigation when used° with EcoRain@ Tanks as cisterns with irrigation for EcoRainO; '4 g pumps. Please ask a copy of the Systems Inc. Natural Sport Field Drainage Design Manual for detailed information. EcoRa;nTM Retaining Wails i *vil ill N USA ountries Standard Used Imperial Metric Size of One Piece 1.64 ft2 0.150 mz Height 2 in 50 mm Width 12 in 300 mm Length 1.64 ft 500 mm Void Stora a Area 85% .27 cubic feet t 85% Material 100% Recycled Polypropylene Biological & Chemical Resistance Unaffected by molds, algae, soil -borne chemicals, bacteria & bitumen Compressive Strength -Maximum Load ASTM D1621 ±405.3 psi ±283.90 t/m2 Flow Rate per Unit Width ASTM D4716 >56 al/min >212 It/min Service Temperature -22 °F to 248 °F -30°C to 120°C Compressive Strength Filled with Sand (Product must have maximum deformation of<25%1 Area Load Compressive Strength 84.56 1 in 54,554.73 mm2 510,000 Ibs 231,332.1 I kg ±7,395 psi ±5,201.1 I t/m2 APPLICATIONS Gravel Pavers, Turf Pavers -Parking Lots EcoRain@ 2" Drainage Cells allow load vehicle use with no compaction or reduction of infiltrative capacity. Layer EcoRain 1" (25mm) Drainage Cells 12" beneath the surface to eliminate surface buckling/ponding, & provide full drainage of excess water to the drain, or EcoRain@ Tanks for infiltration or irrigation reuse. Eliminates need for 12" gravel sub -base. Under Drains EcoRain@ 2" Drainage Cells relieve hydrostatic pressure when a high water table is present. The Cells are so strong that contractors install them directly under building slabs. The Cells, which have a true void space of 2", divert water to EcoRain Tanks for infiltration or irrigation reuse. French Drains Situate the EcoRain© 2" Drainage Cells vertically, clip them together to form a linear pipeline that has 80% void surface area for infiltration. Wrap the Cells in Geotextile material and set them in a 6" wide x 18" deep trench, surrounded by sand or gravel. Use of the Cells reduces use of gravel & size of the trench. Other uses Landfills, Vapor Barriers, Temperature Barriers, Retaining Walls, Sport Fields, Roof Gardens, Roadways, Underground Detention Basins Il • • Bioswale Detention / Infiltration EcoRain®Tanks provide underground void space to detain large storm water events for aquifer infiltration, filtered through sandy soil. Installed in 2007-08, LAX International Airport Runway 25L now has 11,095 linear feet of Eco- Rain®Tanks in a bioswale that has 455,000 cubic feet capacity.Tank design has an efficient 97% void space designed to mimic nature — it provides an aerobic environment that does not require cleaning. Piped Detention / Infiltration Water collected from many surfaces transported via pipe to an EcoRain© Tank, allows for deten- tion Wor aquifer infiltration. The Los Angeles Unified School District efficiently meets TMDL requirements with large EcoRain® Tank reservoirs at schools. Large filters provide pretreatment — where all maintenance occurs. Because the tanks have a 97% void space,they require minimum excavation when installed to specification. EcoRain@Tanks are rated AASHTO H-25 load capacity. Water Harvesting Tanks Commercial, government and private commerce understand the need to conserve and reuse water. The U.S. Naval Base in Jack- sonville Florida installed EcoRain@Tanks to lower their consumption of water for land- scape irrigation.To install, compact bottom of trench, line trench with Geotextile fabric, lay out a flexible liner, layer clean sand in Tank footprint, lay second layer of Geotextile fabric - fully wrap and seal Tank, either fold liner and exterior Geotextile fabric over the Tank top or leave open. Install pump(s) and piping, backfill and either landscape or pave. FIF '21 a 0_1 if —14 Parking Lots, Roads & Driveways EcoRain®Tanks are AASHTO H-25 load rated for use under driving surfaces. The CVS Pharmacy in Del Rey Beach Florida now has a 15,516 cubic feet Tank for water infiltration below the new parking lot. Designing water detention Tanks below driving surfaces allows for multiple uses of valuable land surfaces. Tanks are ideally suited for use beneath permeable driving surfaces too. Street Median Bioswales Bio-filtration, with over 12,000 cubic feet of water storage in buried EcoRain@ tanks,fits snugly between lanes of traffic and the indus- trial runoff from a major highway, sanitation processing plant, residential communities & the ocean. This urban street median storm water project is located on Imperial Highway between Pershing Drive and Main Street in El Segundo, CA. It is in a highly traveled street that divides LAX Airport and the residential neighborhoods of El Segundo. It also leads di- rectly to Santa Monica Bay and the Pacific Ocean... just down the street. Keep that pollution out of our oceans! Residential Water Reuse Homeowners increasingly install EcoRain® Tanks to recycle grey water and capture storm water for irrigation use. Sea Ranch in Mendocino now hosts an environment friendly home with a 2,000 gallon water recycle tank. Home downspouts are fitted with boot filters and piped to a small central filter leading into the Tank that assists with purification of the water. Maintenance is contained within the filter. EcoRain@Tanks are an efficient and economical way to conserve water. 0 6 0 • Advantages include saving money, installation time, and hard labor when you replace gravel and boulder layers with EcoRain®Tanks. EcoRain®Tanks provide over twice as much water storage capacity than gravel. Tanks are much lighter and easier to move around than gravel & boulders. Made from 100% recycled material — reduce the use of quarried native rock. Easy to clean — less clogging than gravel layers. �- Smaller basins! Less excavation, less labor, less liner - more water storage in less space. %- Special discounts for Pond Contractors & Distributors. ER-500 Half Tank 6 Typical EcoRain' Installation 4.5 4 4 -5° - EcoRairrTank ER-501 Single Tank & Stone Volume Comparison 7 E Strong H-25 Load Capacity 97% Void Space = Less Digging EASY & INEXPENSIVE I " TANKS As Detention, Exfiltration and Water Harvesting Structures Pipes under 6" Diameter — Use snips to cut hole in EcoRain® Tank Large Plate only - in between the Small Plates top or side. Vertical 12" Inspection/Cleanout Portal EcoRain® recommends locating Inspection ports outside the EcoRain@ Tank structure. If an Inspection Port must be inside the structure, reinforce the pipe as shown above and place it in a Tank along the perimeter of the structure. Pipes over 6" Diameter — Do not cut hole in Tanks. Abut a layer of EcoRainO 2" Drainage Cells against Large EcoRainO Tank Plates; cut pipe size hole in second layer of EcoRain® 2" Drainage Cells & abut it against first layer; wrap Geotextile fabric around inside layer and Tank; cut'X' slightly larger than pipe; insert pipe end; Pull the flaps up and around the pipe creating a 'boot'. Secure with non - corrosive clamp &/or tape. IMPORTANT— Any water entering the EcoRaino Tank Sys - a tern must be filtered either through top soil or through a fil- ter. DO NOT connect pipes with unfiltered water directly into an EcoRainO Tank system. info@ecorain.com to request CAD'S & PDF'S • u Versatile qti Design Options Simple & Economical Design Solutions "Keep water on site simply." NC ITI:: ar-air+FICAI"IONS AND PI AMC, 'IONAI. INFORMATION )N1T 5ERIE5 f~CC)RA1N` RAPFED IN ER- 101 11LE FABRIC GO% 5AND 405/o ORGANIC MIX OVEKFI.OW CLEAN SAND CONCEPT EXPILTRATION TANK 5Y5TEM 8' M. COLLkR, TYPICAL AT XLEAN 5AND MM i JiEih D OUTLET I rs SLxJ SEPJES E'ORAl:"J'Tk OVMLOV1 Fi?E-- 1"Jr: PF.D IN ER . J GMTW LE 51MP Fut'lip ACCE55. } F-60% 5AND. AIA i fARR C 0101Y 50V P e ORGMIC k& TTER I 3 itTEN UId T t y-� .. filR. irP.AYi€di�TC�. t 0.fiO,a ♦ � �r A....3�s Us' °.n�R �GI EER £LLB* 5AND 0svr duce aUMP PUMP E' LOSURx. 50X ( MPcRi .ASLc UN.R € ........_5UMF PUh"P4Y€737ii1ER -..- fR-t01 GEi}TEA?ILEfA�+R1G11N0ERL,SY?AEh7, SUMP AOL 5 PIPE 512M PER PUMP Of'TtONAL HR, MINER NOT.- .- MANUFACrIAMP, RECOMMMONROR ME 5MCC i0N15 A%'C't.kN5 PORAMTjOtiNl I1141PO dATiON CONCEPT WATER HARVE5TING TANK I "Water Harvesting EcoRain© Tanks have 97% void space to hold more water. Make a water harvesting tank of any size using an economical liner. Unique design promotes aerobic activity with virtually no maintenance." w 'th EcoRain@ Products'. 0 for Water Detention, EAltration, • Reuse "Water quickly moves into Tanks for underground storage while it percolates into the aquifer." Waterproof Membrane EcoRaln° V 4raiaago Coils EcoRain.2" Drainage Cells Hydrophilic Geotextile Fabric Wrappod Around EcoRain° ll" and . Drainage Cells i { £ �/k�Jkf3ttC)n River Cobble Sandy Soil CloanSand ass t' s �x , �r � "• c �7 � L 4 a��h y�fg�'y^i war a �, to dls l i,;R +� ' a x. xa r r agp a � Gootaxtile Fabric � WrappudAround era 3r'3 EcoRain°Tanks Ecoftain°'Tanks Clean Send x ffi xra 0. a Native soil EcoRain' BioSwaie SUbstructure Native Soil "The solution to high water table construction." ACCess Pipe Willi Pump Water Holding Tanks EcoRain"Underdrains 10 info@ecorain.com to request CAD'S & PDF'S `FIS kX1 Wz _ a Tank Units Size in Feet Size in Inches Size in Millimeters ER-500 Half .79' x 1.34' x 2.25' 9.50" x 16.06" x 26.97" 241.3 mm x 408mm x 685mm ER-501 Single 1.48' x 1.34' x 2.25' 17.72" x 16.06" x 26.97" 450.0 mm x 408mm x 685mm ER-502 Double 2.89' x 1.34' x 2.25' 34.65" x 16.06" x 26.97" 880.0 mm x 408mm x 685mm ER-503 Triple 4.30' x 1.34' x 2.25' 51.57" x 16.06" x 26.97" 1,310.0 mm x 408mm x 685mm ER-504 Quad 5.71' x 1.34' x 2.25' 68.50" x 16.06" x 26.97" 1,740.0 mm x 408mm x 685mm ER-505 Pent 7.12' x 1.34' x 2.25' 85.40" x 16.06" x 26.97" 2,170.0 mm x 408mm x 685mm ER-500 + 501 2.19' x 1.34' x 2.25' 26.00" x 16.06" x 26.97" 660.4 mm x 408mm x 685mm ER-500 + 502 3.60' x 1.34' x 2.25' 43.00" x 16.06" x 26.97" 1,092.2 mm x 408mm x 685mm ER-500 + 503 5.01' x 1.34' x 2.25' 60.00" x 16.06" x 26.97" 1,524.0 mm x 408mm x 685mm ER 500 + 504 6.42' x 1.34' x 2.25' 77.00" x 16.06" x 26.97" 1,955.8 mm x 408mm x 685mm Tank Units Tank Volume Cubic Feet Tank Volume Gallons 97% Water Storage Volume Cubic Feet 97% Water Storage Volume Gallons ER-500 Half 2.38 17.82 2.31 17.26 ER-501 Single 4.44 33.22 4.31 32.21 ER-502 Double 8.69 64.97 8.43 63.05 ER-503 Triple 12.93 96.72 12.54 93.81 ER-504 Quad 17.17 128.47 16.65 124.58 ER-505 Pent 21.42 160.21 20.78 155.41 ER 500 + 501 6.60 49.37 6.40 47.87 ER-500 + 502 10.85 81.16 10.52 78.72 ER-500 + 503 15.11 113.02 14.66 109.63 ER-500 + 504 19.36 144.81 18.78 140.47 Sand and gravel that surrounds the Tank structure has a void capacity of approximately40%. To calculate this void space, multiply the cubic feet area occupied by sand or gravel by 40%. EcoRain Tank Sizing Calculation Example: Step 1 - Determine the volume of Water Storage 10,000 gallons Step 2 - Convert gallons to cubic feet 10,000 _ 7.48 gal/f3 = 1,336.90 cubic feet Step 3 - Determine depth of detention trench [Allow 2'soil cover] Five feet deep Step 4 - Possible Tank size: Each ER-502 Double Tank is 2.89' deep& holds 8.43 f3 Water Storage 1,336.90 f3 -8.43 f3 = 158 ER-502 Double Tanks Step 5 - [22 Tanks x 1.34' wide] x [6 Tanks x 2.25' long]+ [13 Tanks lengthwiseon each end (13.5' + 2.68')] = 29.48' wide & 16.18' long Step 6 - 158 Double Tanks x 8.69 f3 DoubleTank Volume = 1,373.02 cu ft Tank size 11 EcoRain0 Systems philosophy recommends Point Source filtration of water be- fore it enters EcoRain ® Tanks or Drainage Cells. POINT SOURCE WATER FILTRATION Water filtration occurs through a permeable surface above the EcoRain@Tank. Suspended sediments such as silt and trash remain on surface, filtered out before water enters the system; there is nothing to clean out of the Tank. CATCHMENT BASIN When a catchment basin is used, maintenance is relegated to removal of gross pollutants from the catch basin. A catch basin designed to handle the appropriate volume of water will not allow trash or large sediments to enter the EcoRain@Tank. UNIQUE ER-510 ECORAIN® CLEAN -OUT PLATES FOR EASY MAINTENANCE If required by an Engineer, EcoRainO Tanks can be designed with clean out/ flushing points to remove any possible accumulation of sediment. The Clean -out portal has a round six-inch hole at the center base of the plate to accommodate a camera and high-pressure hose. Flush water through the tank by inserting a high- pressure hose through the portal on one end and vacuum it out the opposite end. When using a Clean -out Portal, we recommend annual inspection of the tank. If necessary, perform a flush at that time. NOTE: EP.-51 O FCORAIN' CLEAN OUT PLATE; 7 PIFfCE5 5€E 5P`CIFICATION5 AND PLANS PER TANK FOR ADDITIONAL INFORMATION °DIANiE'TrR FRONT 501E FINISHED G;2ADF CUTAWAY VIEW CLEANOUT ACCE5511VICLEANOUT PLATE 50E ELEVATION, TYPICAL 30 T H SIDES, KCFEK TO CLEAVOUT PLATE ELEVATION ADOVE CONCEPT CRO555ECTiONTHROUGH ECOKAIWTAMv WITH CLEANOUT ACCE5 *EcoRain® Systems parameters for maintenance needs are void if unfiltered water is directed into the tanks. 12 Wrap the EcoRainO Tanks and Drainage Cells with a polypropylene, staple fibre, needle -punched nonwoven Geotextile. Fibers are needled to form a stable network that retains dimensional stability relative to each other. The Geotextile needs to be resistant to ultraviolet degradation and to biological and chemical environments normally found in soils. It is manufactured to meet or exceed the following minimum average roll values: PROPERTY TEST METHOD Minimum Average ROLL VALUE Mechanical Metric English 4 oz. 0.445 kN 4 oz. 100 Ibs Grab Tensile Strength ASTM D4632 6 oz. 0.711 kN 6 oz. 160 Ibs 8 oz. 0.911 kN 8 oz. 205 Ibs (Elongation @ Break ASTM D4632 50% 50% 4 oz. 0.222 kN 4 oz. 50 Ibs Trapezoidal Tear ASTM D4533 6 oz. 0.289 kN 6 oz. 65 Ibs 8 oz. 0.378 kN 8 oz, 85 Ibs 4 oz. 1481 kPa 4 oz. 215 psi Mullen Burst ASTM D3786 6 oz. 2170 kPa 6 oz. 315 psi 8 oz. 2756 kPa 8 oz. 400 psi Puncture Strength ASTM D4833 4 oz. 0.285 kN 4 oz. 65 Ibs 6 oz. 0.400 kN 6 oz. 90 Ibs 8 oz. 0.578 kN 8 oz. 130 Ibs Hydraulic Pore Size (005) ASTM D4751 (Dry) 4 oz. 0.212 mm 4 oz. 70 US Sieve 6 oz,-------- mm 6 oz. 75 US Sieve 8 oz. 0.18 mm 8 oz. 80 US Sieve Permittivity ASTM D4491 4 & 6 oz. >_1.6 s-1 8 oz. >_1.4 s-1 4 oz. 5689 I/min/mz 4 oz. 140 gal/min/ft2 Water flow rate ASTM D4491 6 oz. 4480 I/min/mZ 6 oz, 110 gal/min/ft2 8 oz. 3657 I/min/mZ 8 oz. 90 al/min/ft2 Endurance UV Resistance ASTM D4355 70% at 500 hours retained 500 hours *For Road Applications that require AASHTO H-25 Load Capacity, please refer to specifications in AASHTO Designation M 288-00 publication. N'=.i ft)RA1'n7iq•!dA? !N`T}Z+lATtG pml) 9R Ai TIRE V& - eo 151 Pi'fa:9°-1JR815 ['iStWJL€Tiv Cr,NeR LA:�GL','� ARU, PiFOLG i ROAD 8A5f TttEM`.'CRE rWDTF5 E;c--� €rRs trasRevs� f RG55U f; by 2G9.i 70J Cc NIT FO: A Mo tNt, TIR,C It AD; 716Ev''.FC.�.t.'. TIW tOIAL 'Ri.5WK£. INMUNIG MN',t ` OY etS n0,49 5A5E 15 DNGREAMD I'MM 7, A4 P51 TO 9.251 N 2. IN 1 =rti tirtt. t U tluDK1" CoIMNZZ-7551o"?T5TIIIG, Ec owm TA2JR:aWrfll45MA•1t JkTaYTIVO U 59 Pa.-, U91,IG rHE A50V15CENA 90 1'iiTtt V25 LOAD9Z AN.) A 24' ROAD 39psv5.25cs;=4.22 rACTO K OP 5AMY CONGEFT 11-25 LOAD CAPACITY DIAGRAM The Factor of Safety when using EcoRain@ Tanks in a load bearing in- stallation needs to be at least 2: two times greater than the actual load. When would you need four times the calculated strength: possibly when a pressure overlap from multiple tires/axles existed. EcoRain@ recommends using a layer of Biaxial Geogrid in parking lot and road applications. If extra strength is needed, laboratory compres- sion testing done with 5 Small Plates yielded 47 psi, and with 7 Small Plates 55 psi. In -ground testing with a 51,000-pound live load (H-25 Load) yielded no damage to the EcoRain@ Tanks buried at a depth of 24" Test documentation and full formula to calculate the Factor of Safety per ASTM C857 is available upon request. ii?.5 l0l,Dt4G S.`.'f/.iT?„lGiC, 40,cy"o L'5:.'k'nw1#".f i ROAD 5URYAU iYPsCAL 4:4;Fz:L t't5,=: D15T.RIBUITOLOAD S EA. 24" Mir.. ME5 NJ'r 45Ii'lu u 6FmidT O R CoNt:.TE cove 'WfTANK5VPiti UP,1OI GIFOM E'x. PABRIC 500, V TkiiCK AT 10? 4t7 507G'M Of TA'Nrc� N.ARW WYL > 95% CM M,PAC'i•J4 M N. OUR FLEETIS GROWING! 13 • Step 1 Excavate Trench Larger than Specified Tank Size, per Engi- neered Detail Step 2 Compact Base to 35 psi I i Step 3 Add Sand or Free Drainage Material* to Base, Compact and Level 1 / with a Straight Edge Step 4 Lay Geotextile Material in Bottom and on Sides _ ofTrench, Enough to Fully Wrap Tank,with 12" Seam Overlaps Step 5 Install tanks upright for Maximum Strength and — per the Warranty, Half Tank- .79'High Single Tank - 1.48'High Step 6 Orient Tanks Lengthwise along Perimeter C �J 11 l[ rl p ` �tl 014R X i} W I rY"�� {1 r%I ; f WIMP t iCiti�hrC�71t+1[,.,C Step 7 Cover EcoRain° Tanks with Geotextile Material - Wrap Tight, Cut Away Ex- cess Folds, Overlap and/or Seal Joints with Tape Step 8 Backfill Sides with Sandy Fill in maximum 12" Layers - Compacting Each Layer at least 95% Step 9 Backfill over Top with 12' backfill free of rocks, stiff debris - Compact with Lii weight Equipment Correct Do Not Drop Fill from High Up Incorrect Step 10 Finish Backfill per Engineered Detail Minimum 12" Top Cover for Pedestrian Use Minimum 24" Top Cover for Vehicle Use -Layer Biaxial Ge- ogrid 12" Above EcoRaingTanks & Extending 3' Beyond Edges of EcoRain©Tank or as per Engineer Detail. *Email info@ecorain.com to request full specifications and submittal installation instructions La y Y e m 14 FOR USA AND CANADA, Warranty EcoRain@ Systems (EcoRain) warrants for a period of 20 years that EcoRainD products will meet specifications at the time of delivery, without manufacturing defects, and will perform as stated in this document provided the applications, handling, storage and installation methods follow recommendations stated in a the Submittal. EcoRainG is not a project designer or installer. While EcoRain® provides general guidelines for design and installation of its products, all subsequent design and installation is the responsibility of the users. EcoRain' recommends review of designs by a Geotechnical Engineer. If manufacturing defects exist, EcoRain' will replace the product free of charge. Product replacement or refund is the buyer's sole remedy and Ec- oRain® will not be liable for any indirect, consequential, special or result- ant damages. EcoRain® makes no representation or warranty to purchaser as to the suitability of the product for purchaser's intended use. It shall be the responsibility of the userto determine the suitability of the sub- ject product. rman Oaks, CA 91423 )t t the best knowledge of the company and is given in good faith. sbility can be accepted for any errors, omissions or incorrect distributors and agents world wide have no direct control over pervising of it's products hence no responsibility is accepted by satisfy themselves as to the suitability of the product for their CUT W THROUGH GEOTEXTILE AND IMPERMEABLE MEMBRANE IF INCLUDED THEN APPLY GEOTEXTILE COLLAR TO SECURE FABRIC AND PREVENT SAND, SOIL OR DEBRIS FROM ENTERING THE SYSTEM, SEE FRONT ELEVATION BELOW ECORAIN SYSTEMS 14320 VENTURA BLVD #402 SHERMAN OAKS, CA 91423 PHONE: (818) 905-7145 www.ecorain.com PIPE 8" DIAMETER AND LARGER DO NOT CUT HOLE IN TANK PIPE 6" OR LESS DIAMETER USE SNIPS TO MODIFY ECORAIN TANK LARGE PLATE ONLY TO MATCH PIPE DIAMETER, PLACE a PIPE/INSPECTION PORT TO AVOID CONFLICT _ WITH INTERNAL PLATES. DO NOT CUT HOLE LARGER THAN PIPE DIAMETER. INSTALL ONE LAYER ECORAIN ER-401 2" DRAINAGECELL J' AGAINST ECORAIN TANK FACE, MODIFY SECOND ECORAIN SIDE ELEVATION ER-401 2" DRAINAGE CELL FOR PIPE DIAMETER AND INSTALL AGAINST FIRST DRAINAGE CELL AND INSERT PIPE PIPE GEOTEXTILE COLLAR GEOTEXTILE FRONT ELEVATION CONCEPT LARGE AND SMALL DIAMETER PIPE CONNECTIONS IMPORTANT -ALL WATER ENTERING THE ECORAIN TANK SYSTEM MUST BE FILTERED EITHER THROUGH SOIL OR FILTER, DO NOT CONNECT PIPE WITH UNFILTERED WATER DIRECTLY IN TO ECORAIN TANK SYSTEM. NOTES: 1. SEE ER-1214 FOR ADDITIONAL INFORMATION 2. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 3. ALL DIMENSIONS ARE CONSIDERED TRUE AND REFLECT MANUFACTURER'S SPECIFICATIONS. 4. DO NOT SCALE DRAWING. 5. THESE DRAWINGS ARE NOT FOR CONSTRUCTION PURPOSES AND ARE FOR INFORMATION PURPOSES ONLY. ALL INFORMATION CONTAINED HEREIN WAS CURRENT AT THE TIME OF DEVELOPMENT BUT MUST BE REVIEWED AND APPROVED BY THE PRODUCT MANUFACTURER TO BE CONSIDERED ACCURATE. 6. CONTRACTOR'S NOTE: FOR PRODUCT AND COMPANY INFORMATION VISIT www.CADdetails.com/info REFERENCE NUMBER 4830-031. PIPE CONNECTIONS ER-1207: ECORAINIm CONCEPT LARGE AND SMALL DIAMETER PIPE CONNECTIONS DETAIL 4830-031 REVISION DATE 03/15/2013 PROTECTED BY COPYRIGHT ©2013 CADdetails.com LTD. www.CADdetails.com ffi c OL " 0 , v s t e m s i n c, ECORAIN SYSTEMS 14320 VENTURA BLVD #402 SHERMAN OAKS, CA 91423 PHONE: (818) 905-7145 www.ecorain.com TYPICAL ECORAINTm TANK ASSEMBLY LAYOUT NOTES: 1. SEE SPECIFICATIONS AND PLANS FOR ADDITIONAL INFORMATION 2. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 3. ALL DIMENSIONS ARE CONSIDERED TRUE AND REFLECT MANUFACTURER'S SPECIFICATIONS. 4. DO NOT SCALE DRAWING. 5. THESE DRAWINGS ARE NOT FOR CONSTRUCTION PURPOSES AND ARE FOR INFORMATION PURPOSES ONLY. ALL INFORMATION CONTAINED HEREIN WAS CURRENT AT THE TIME OF DEVELOPMENT BUT MUST BE REVIEWED AND APPROVED BY THE PRODUCT MANUFACTURER TO BE CONSIDERED ACCURATE. 6. CONTRACTOR'S NOTE: FOR PRODUCT AND COMPANY INFORMATION VISIT www.CADdetails.com/info REFERENCE NUMBER 4830-036. TANK LAYOUT ER-1211: ECORAIN TANKTm ASSEMBLY LAYOUT 4830-036 REVISION DATE 03/15/2013 PROTECTED BY COPYRIGHT ©2013 CADdetails.com LTD. www.CADdetails.com "'"' "' ' ECORAINTM TANKT"' MODULES PLACE ONE LAYER OF DRAINAGE CELLS AGAINST TANKS AT INLET/OUTLET POSITION AND WRAP GEOTEXTILE AROUND ENTIRE INSTALLATION. CUT'X' IN GEOTEXTILE FABRIC AT CENTER OF INLET/OUTLET POSITION. PEEL EDGES OUT. ECORAIN SYSTEMS 14320 VENTURA BLVD #402 SHERMAN OAKS, CA 91423 PHONE: (818) 905-7145 www.ecorain.com AND LAYER (8 EACH) ER401 ECORAIN 2" DRAINAGE CELLS FLUSH AGAINST 1STLAYER AT PIPE INIOUTLET POSITION INSERT PIPE IN HOLE, REST PIPE IN 2ND DRAINAGE CELL LAYER. PULL FABRIC FLAPS THROUGH CUT HOLE AND AROUND OUTSIDE OF PIPE. USE SQUARE PIECE OF FABRIC WITH X CUT AS A BOOT. STUFF END INTO FABRIC SURROUNDING TANK. SECURE FLAP WITH CLAMPS AND/OR HDPE TAPE. ECORAIN TANK'm INLET/OUTLET 8" AND LARGER PIPE ASSEMBLY DETAIL NOTES: 1. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 2. ALL DIMENSIONS ARE CONSIDERED TRUE AND REFLECT MANUFACTURER'S SPECIFICATIONS. 3. DO NOT SCALE DRAWING. 4. THESE DRAWINGS ARE NOT FOR CONSTRUCTION PURPOSES AND ARE FOR INFORMATION PURPOSES ONLY. ALL INFORMATION CONTAINED HEREIN WAS CURRENT AT THE TIME OF DEVELOPMENT BUT MUST BE REVIEWED AND APPROVED BY THE PRODUCT MANUFACTURER TO BE CONSIDERED ACCURATE. 5. CONTRACTOR'S NOTE: FOR PRODUCT AND COMPANY INFORMATION VISIT www.CADdetalls.com/info REFERENCE NUMBER 4830-041. PIPE CONNECTIONS ER-1215: ECORAIN TANKTm INLET / OUTLET 8" AND LARGER PIPE ASSEMBLY DETAIL 4830-041 REVISION DATE 03/18/2013 PROTECTED BY COPYRIGHT ©2013 CADdetails.com LTD. www.CADdetails.com ECORAIN SYSTEMS 14320 VENTURA BLVD #402 SHERMAN OAKS, CA 91423 PHONE: (818) 905-7145 www.ecorain.com LJ HIVU LUNUCI[ 0 w n L 0 ZD R T NK LA OUT DI F 0 w C� J Lu T NK LA OUT D REC TION T NK LA OUT DRIECTION ADD ONE VERTICAL ROW OF ER-503-505 o TANKS EVERY FORTH } OR OCCASIONAL FIFTH HORIZONTAL ROW w U U) w CD J Z w BEGIN AND END LARGEST YOUT WITH A SINGLE VERTICAL ROW OF ER-503-505 TANKS LARGE STRUCTURE PARAMETER: TRIPLE, QUAD AND PENT TANKS NOTES: 1. THIS IS A CONCEPTUAL TANK LAYOUT ONLY, THE PROJECT ENGINEER SHALL DETERMINE THE ACTUAL LAYOUT. 2. THE FINAL LAYOUT SHALL NOT RESULT IN VOIDS BETWEEN TANKS OR ROWS OF TANKS. 3. REFER TO DRAWING ER-1213 FOR ADDITIONAL INFORMATION. 4. INSTALLATION TO BE COMPLETED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. 5. ALL DIMENSIONS ARE CONSIDERED TRUE AND REFLECT MANUFACTURER'S SPECIFICATIONS. 6. DO NOT SCALE DRAWING. 7. THESE DRAWINGS ARE NOT FOR CONSTRUCTION PURPOSES AND ARE FOR INFORMATION PURPOSES ONLY. ALL INFORMATION CONTAINED HEREIN WAS CURRENT AT THE TIME OF DEVELOPMENT BUT MUST BE REVIEWED AND APPROVED BY THE PRODUCT MANUFACTURER TO BE CONSIDERED ACCURATE. 8. CONTRACTOR'S NOTE: FOR PRODUCT AND COMPANY INFORMATION VISIT www.CADdetails.com/info REFERENCE NUMBER 4830-045. TANK LAYOUT ER-1212B: ECORAIN TANKTm LARGE STRUCTURES CONCEPTUAL LAYOUT PLAN VIEW 4830-045 REVISION DATE 0311512013 PROTECTED BY COPYRIGHT ©2013 CADdetails.com LTD. www.CADdetails.com Fyn' g April 18, 2013 Mr. Stuart Wagner Taylor Morrison - Bay Area Office 4309 Hacienda Drive, Suite 450 Pleasanton, CA 94588 Re: Supplemental Geotechnical Investigation Palomar, Campbell, CA SFB Project No.: 168-55 Mr. Wagner: Geotechnical Engineering Engineering Geology Storm Water Management - Construction Observation & Testing Services 41 p��i���6V ga�iniS�r�tiU As requested, Stevens, Ferrone & Bailey Engineering Company, Inc. has performed a supplemental geotechnical investigation for the proposed Palomar residential development project in Campbell. The accompanying report presents the results of our field investigation and supplemental engineering analysis. The geotechnical conditions are discussed, and supplemental recommendations for the geotechnical engineering aspects of the project are presented. Conclusions and recommendations contained herein are based upon applicable standards of our profession at the time this report has been prepared. Should you have any questions or require additional information, please do not hesitate to contact me. Sincerely, Stevens, Ferrone & Bailey Engineering Company, Inc. Ken Ferrone Vice President TC/KCF:lc\encl. Copies: Addressee (1 by email) 1600 Willow Pass Court Concord, CA 94520 • Tel 925.688.1001 • Fax 925.688.1005 140 N. Fourth Street Salinas, CA 93908 • Tel 831.757.2201 • Fax 831.757.2202 www.sfandb. cony 168-55sp1 Geotechnical Engineering Engineering Geology Stone Water Management Construction Observation & Testing Services April 18, 2013 SUPPLEMENTAL GEOTECHNICAL INVESTIGATION PALOMAR RESIDENTIAL DEVELOPMENT CAMPBELL, CALIFORNIA SFB PROJECT NO. 168-55 Prepared For: Taylor Morrison 4309 Hacienda Drive, Suite 450 Pleasanton, CA 94588 Prepared By: Stevens, Ferrone & Bailey Engineering Company, Inc. Taiming Chen, P.E., G.E. Civil/Geotechnical Engineer .168-55.rpt Kenneth C. Ferrone, P.E., G.E., C.E.G. Civil/Geotechnical Engineer Certified Engineering Geologist KENNETH C. LIXI FERRONE * No. 2070 CERTIFIED ENGINEERING GEOLOGIST ) 1600 Willow Pass Court Concord, CA 94520 • Tel 925.688.1001 • Fax 925.688.1005 140 N. Fourth Street Salinas, CA 93908 • Tel 831.757.2201 • Fax 831.757.2202 www.sfandb.com 5 Stevens, Ferrone.& Bailey Engineering Co., Inc. i Palomar, 168-55.rpt April 18, 2013 TABLE OF CONTENTS 1.0 INTRODUCTION..............................................................................................................1 2.0 SCOPE OF WORK............................................................................................................2 3.0 SITE INVESTIGATION...................................................................................................3 3.1 Surface Description................................................................................................3 3.2 Subsurface Conditions...........................................................................................3 3.3 Ground Water........................................................................................................4 3.4 Field Infiltration Tests...........................................................................................5 3.5 Geology and Seismicity..........................................................................................5 3.6 Liquefaction............................................................................................................6 4.0 CONCLUSIONS AND RECOMMENDATIONS...........................................................8 4.1 Earthwork...............................................................................................................9 4.1.1 Clearing and Site Preparation..................................................................9 4.1.2 Existing Undocumented Fill Re-Compaction..........................................9 4.1.4 Fill Material..............................................................................................10 4.1.5 Compaction...............................................................................................10 4.1.6 Utility Trench Backfill.............................................................................11 4.1.7 Exterior Flatwork....................................................................................11 4.1.8 Surface Drainage, Irrigation, and Landscaping...................................12 4.1.9 Construction During Wet Weather Conditions....................................13 4.1.10 Future Maintenance ....... :.......................................................................... 13 4.2 Foundation Support.............................................................................................14 4.2.1 Post -Tensioned Slabs...............................................................................14 4.2.2 Seismic Design Criteria...........................................................................16 4.2.3 Retaining Walls and Soundwalls............................................................17 4.3 Pavements.............................................................................................................19 5.0 CONDITIONS AND LIMITATIONS............................................................................21 Stevens, Ferrone & Bailey Engineering Co., Inc. Palomar, 168-55.rpt April 18, 2013 TABLE OF CONTENTS (Continued) FIGURES 1 Site Plan 2 Double -Ring Infiltrometer Test Results APPENDICES A Field Investigation A-1 Figure A-1, Key to Exploratory Pit Logs Exploratory Pit Logs (EP-1 and EP-2) B Laboratory Investigation . B-1 C Logs of Previous Field Exploration and Results of Laboratory Testing C-1 D Results of Corrosivity Analysis D-1 C ASFE Guidelines E-1 Stevens, Ferrone & Bailey Engineering Co., Inc. Page 1 of 22 Palomar, 168-55.rpi April 18, 2013 1.0 INTRODUCTION This report presents the results of our supplemental geotechnical investigation for the proposed Palomar residential development project located in Campbell, California as shown on the Site Plan, Figure 1. The purpose of our work is to provide supplemental geotechnical recommendations regarding the geotechnical engineering aspects of the project and are meant to supplement and/or supersede relevant sections of the project's geotechnical report. Based on the information indicated on the Site Plan, as well as information provided by Mr. Stuart Wagner of Taylor Morrison, it is our understanding that the project will consist of developing approximately 2.7 acres of land for approximate 25 residential lots with associated roadways and underground improvements. A stormwater infiltration tank is also proposed. Nominal grading is anticipated. The onsite existing auto repair shop buildings and associated facilities will be demolished prior to new construction. The conclusions and recommendations provided in this report are based upon the information presented above; SFB should be consulted if any changes to the project occur or additional geotechnical related information is acquired to assess if the changes or information affect the validity of this report. / 1 Stevens, Ferrone & Bailey Engineering Co., Inc. Page 2 of 22 Palomar, 168-55.rpt April 18, 2013 2.0 SCOPE OF WORK This investigation included the following scope of work: • Reviewing available published and unpublished geotechnical and geological literature relevant to the site; • Reviewing previous geotechnical investigation reports for the site prepared by Cornerstone Earth Group, dated August 24 and December 9, 2011, including the results of six borings extending to a maximum depth of about 34 feet; • Performing a reconnaissance of the site and surrounding area; • Performing a supplemental subsurface exploration program, including excavating two exploratory pits to depths of about 8 to 12 feet and performing two Double -Ring Infiltrometer Tests; • Performing supplemental engineering analysis of the field and laboratory data; and • Preparing this report. The data obtained and the analyses performed were for the purpose of providing supplemental geotechnical design and construction criteria for site earthwork, installation of underground utilities, drainage, building foundations, retaining walls, and pavements. Evaluating the potential for flooding was beyond our scope of work. In addition, toxicity potential assessment of onsite materials or ground water (including mold) was beyond our scope of work. Stevens, Ferrone & Bailey Engineering Co., Inc. Page 3 of 22 Palomar, 168-55.rpt April 18, 2013 3.0 SITE INVESTIGATION A reconnaissance of the site and surrounding area was performed on March 19, 2013. Subsurface exploration was performed using a rubber -tired backhoe equipped with 36-inch wide bucket. Two exploratory pits were excavated on March 19, 2013 to a maximum depth of about 12 feet. Three borings were previously performed at the site by Cornerstone Earth Group on July 27, 2011 to a maximum depth of about 34 feet. In addition, three additional borings were performed by Cornerstone at the site on November 23, 2011 to a maximum depth of about 8 feet. The approximate locations of SFB's pits and the previous borings by others are shown on the Site Plan, Figure 1. Logs of SFB's pits and details regarding SFB's field investigation are included in Appendix A. The results of SFB's laboratory tests are discussed in Appendix B. Logs of the previous borings and results of laboratory testing of onsite soils materials by others are provided in Appendix C. It should be noted that changes in the surface and subsurface conditions can occur over time as a result of either natural processes or human activity and may affect the validity of the conclusions and recommendations in this report. Our exploratory pits were backfilled and wheel -rolled upon completion. At the time of construction, the pits will require over -excavation and re -compaction to the standards described in this report. 3.1 Surface Description As shown on Figure .1, the site was bounded by South San Tomas Aquino Road on the east, Bucknall Road on the south, a residential subdivision on the west, and a commercial development on the north. The site was approximately rectangular in shape, generally level, and had a plan area of about 2.7 acres with maximum dimensions of about 425 by 220 feet. The site was occupied by several auto repair shop buildings with associated paved parking lot and driveways. Lawns, small diameter trees, and shrubs were generally located around perimeter of the site. 3.2 Subsurface Conditions Our exploratory pits generally encountered asphalt concrete pavement sections at the surface, which consisted of approximately 2 to 3 inches thick asphalt concrete over approximately 2 to 4 inches aggregate base/gravel. Below the pavement sections, Pit EP-1 (near the northwestern corner of the site) encountered clayey fills that extended to a depth of about 2 feet. Pit EP-2, however; encountered gravelly fills (possibly underground tank or facility removal backfill) that extended to various depths ranging from 1 to 6 feet. These clayey and gravelly fills may be weak, heterogeneous, and potentially compressible if they were not placed and compacted in accordance with acceptable engineering standards. Below the fill layers, stiff native silty clays were encountered that extended to depths of about 4 to 5 feet. Underlying the clay layer, Stevens, Ferrone & Bailey Engineering Co., Inc. Palomar, 168-SS.rpt April 18, 2013 Page 4 of 22 medium dense clayey sands were encountered that extended to the maximum depth explored of about 12 feet. The fine contents of the sand layer generally decreased with depth. The subsurface materials described on the previous exploratory boring logs by others are generally similar to those encountered by our pits. According to the previously boring logs, clayey sands with gravel were encountered to the maximum depth explored of about 34 feet. According to the results of our laboratory testing, the near -surface clayey soils have a low to medium plasticity and low to moderate expansion potential. Detailed descriptions of the materials encountered in the explorations are presented on our pit logs in Appendix A and the previous boring logs in Appendix C. Our attached pit logs and related information depict location specific subsurface conditions encountered during our field investigation. The approximate locations of our pits were determined using pacing or landmark references and should be considered accurate only to the degree implied by the method used. A corrosivity evaluation of two onsite soil samples were previously performed by JDH Corrosion Consultant, Inc. and the results were presented in their report dated August 15, 2011. A copy of the report is included in Appendix D for reference. The results generally indicated the water-soluble chloride ions and sulfates were low in concentration, therefore, the soils are considered to be "non -corrosive" with respect to reinforcing steel and concrete structures placed into these soils. Resistivity measurements indicated that site soils should be considered "moderately corrosive" to underground ductile/cast iron, steel, and dielectric coated steel. We recommend these test results be forwarded to your underground contractors, pipeline designers, and foundation designers and contractors. 3.3 Ground Water No ground water was encountered in SFB's pits to a maximum depth explored of about 12 feet. No ground water was reportedly encountered by previous borings by others to a maximum depth of about 34 feet. Historically, ground water in the vicinity of the site has been measured at a depth of about 50 feet'. It should be noted that the pits and borings might not have been left open for a sufficient period of time to establish equilibrium ground water conditions. In addition, fluctuations in the ground water level could occur due to change in seasons, variations in rainfall, and other factors. 'State of California, 2004, Seismic Hazard Zone Report for the San Jose West, 7.5-Minute Quadrangle, Santa Clara County, California, CGS Seismic Hazard Zone Report 058. Stevens, Ferrone & Bailey Engineering Co., Inc. Palomar, 168-55.rpt April 18, 2013 3.4 Field Infiltration Tests Page 5 of 22 SFB performed two Double -Ring Infiltrometer Tests at exploratory pits EP-1 and EP-2 (the proposed infiltration tank location in open space area). The tests were performed at a depth of about 5-1/2 feet in Pit EP-1 and at a depth of about 10-1/2 feet in Pit EP-2. Our testing generally followed the procedures outlined in ASTM Designation D3385, Standard Test Method for Infiltration Rate of Soils in Field Using Double -Ring Infiltrometer, and available stormwater BMP manuals. Each test area was pre-soaked for an hour prior to testing. The results of our tests are presented in the attached Figure 2. The readings taken during the final testing period are tabulated in the table below. Double -Ring Infiltrometer Tests Test Depth Soils Type Immediately Infiltration Rate Test LocationTest No. (ft) Below Test Location (in/hour) Clayey Sand 1 EP-1 5-1/2 1/2 (SC) EP-2 (Proposed Clayey Sand 2 Infiltration Tank 10-1/2 1 (SC) Location) Our field infiltration testing results indicate that the onsite clayey sand layer located at depths below 4 to 5 feet in the planned percolation areas generally has infiltration rates varying from 1/2 inch per hour at a depth of about 5-1/2 feet deep (at elevation of gbout 216.5 feet, datum known) to an inch per hour at a depth of about 10-1/2 feet deep (at elevation of about 211.5 feet). The infiltration rates depended on the relative density, gradation, and fines content of the sand layer. In general, the infiltration rates at the site increase with depth due to decreasing fine content within the sand layer at depth. Due to the limited size of the tests relative to the size of the planned tank and trenches, the actual infiltration rates of the tank or trenches (if they are used) may be differ from the results of our field tests. 3.5 Geology and Seismicity According to Wentworth, et al. (1999), the site (below pavement and surficial fills) is underlain by Holocene older alluvial fan deposits that had been described as brown gravelly sand and sandy and clayey gravel, grading upward to sandy and silty clay2. 2Wentwoth, Blake, McLaughlin & Graymer, 1999, Preliminary Geologic Map of the San Jose 30 X 60 Minute Quadrangle, California, USGS Open File Report 98-975. Stevens, Ferrone & Bailey Engineering Co., Inc. Palomar, 168-55.rpt April 18, 2013 J Page 6 of 22 The project site is located in the San Francisco Bay Area that is considered one of the most seismically active regions in the United States. Significant earthquakes have occurred in the San Francisco Bay Area.and are believed to be associated with crustal movements along a system of sub -parallel fault zones that generally trend in a northwesterly direction. The site is not located within an Alquist-Priolo Earthquake Fault Zone as designated by the State of California'. Earthquake intensities will vary throughout the San Francisco Bay Area, depending upon numerous factors including the magnitude of earthquake, the distance of the site from the causative fault, and the type of materials underlying the site. The U.S. Geological Survey (2008) indicated that there is a 63 percent chance of at least one magnitude 6.7 or greater earthquake striking the San Francisco Bay region between 2008 and 20374. Therefore, the site will probably be subjected to at least one moderate to severe earthquake that will cause strong ground shaking. According to the Probabilistic Seismic Hazard Analysis (NSHIMP PSHA) interactive deaggregation model developed by U.S. _Geological Survey (2008), the site has a 10% probability of exceeding a peak ground acceleration of about 0.5g in 50 years (design basis ground motion based on stiff soil site condition; mean return time of 475 years). The actual ground surface acceleration might vary depending upon the local seismic characteristics of the underlying bedrock and the overlying unconsolidated soils. 3.6 Liquefaction Soil liquefaction is a phenomenon primarily associated with saturated, cohesionless, soil layers located close to the ground surface. These soils lose strength during cyclic loading, such as imposed by earthquakes. During the loss of strength, the soil acquires mobility sufficient to permit both horizontal and vertical movements. Soils that are most susceptible to liquefaction are clean, loose, uniformly graded, saturated, fine-grained sands that lie close to the ground surface. According to ABAG and the U.S. Geological Survey, the site is located in an area mapped as having a moderate likelihood of liquefaction in an earthquake and has been characterized as having moderate liquefaction susceptibility5,6. According to Seismic Hazard 'Hart and Bryant, Fault -Rupture Hazard Zones in California, CDMG Special Publication 42, Interim Revision 2007. 4Field, Edward H., Milner, Kevin R., and the 2007 Working Group on California Earthquake Probabilities, 2008, Forecasting California's earthquakes; what can we expect in the next 30 years?: U.S. Geological Survey, Fact Sheet 2008-3027, 4 p. 5Association of Bay Area Governments, 1980, Liquefaction Susceptibility, San Francisco Bay Region. 6Knudsen, Sowers, Witter, Wentworth, and Helly, 2000, "Preliminary Maps of Quaternary Deposits and Liquefaction Susceptibility, Nine -County San Francisco Bay Region, California", USGS Open File Report 00-444. Stevens, Ferrone & Bailey Engineering Co., Inc. Palomar, 168-55.rpt April 18, 2013 Page 7 of 22 Zones Map of the San Jose West Quadrangle, the site is not located in a liquefaction seismic hazard zone as designated by the State of California'. Based on our review of available literature and the results of exploratory borings and pits at the site, it is our opinion that the potential for ground surface damage at the site resulting from liquefaction is low. 7Seismic Hazards Mapping Act, 1990. Stevens, Ferrone & Bailey Engineering Co., Inc. Page 8 of 22 . Palomar, 168-55.rpt April 18, 2013 4.0 CONCLUSIONS AND RECOMMENDATIONS It is our opinion that the site is suitable for the proposed project from a geotechnical engineering standpoint. The conclusions and recommendations presented in this report should be incorporated in the design and construction of the project to reduce soil or foundation related issues and are meant to supplement and/or supersede relevant sections of the previous project's geotechnical report. EXISTING FILL MATERIALS: As described previously, undocumented fills were encountered by SFB's pits and previous borings by others at the site and extended to depths of about 1 to 6 feet. The gravelly fills encountered in Pit EP-2 appeared to be backfill materials of possible unknown previous underground tank or facility removal. We recommend a research of previous site construction or remedial records be performed to identify the existence of previous underground tanks and facilities if any. These fills may be weak, heterogeneous, and potentially compressible if they were not placed and compacted in accordance with acceptable engineering standards. In order to reduce the potential for damaging differential settlement of overlying improvements (such as building foundations, driveways, exterior flatwork, and pavements), we recommend that these undocumented fills be completely removed and re -compacted. Over - excavations should be performed so that no more than 5 feet of differential fill thickness exists below the proposed building foundations. The removed fill materials can be used as new fill provided it is placed and compacted in accordance with the recommendations presented in this report. The extent of the existing fill removal and re -compaction will vary in the area and should be determined by SFB in the field during the earthwork operations. EXPANSION POTENTIAL: The more clayey, expansive, onsite fills and soils will be subjected to volume changes during seasonal fluctuations in moisture content. To reduce the potential for post -construction distress to the proposed buildings resulting from swelling and shrinkage of these materials, we recommend that the proposed buildings be supported on a foundation system that is designed to reduce the impact of the expansive soils. It should be noted that special design considerations will be required for exterior slabs ADDITIONAL RECOMMENDATIONS: Detailed drainage, earthwork, foundation, retaining wall, and pavement recommendations for use in design and construction of the project are presented below. We recommend SFB review the design and specifications to verify that the recommendations presented in this report have been properly interpreted and implemented in the design, plans, and specifications. We also recommend SFB be retained to provide consulting services and to perform construction observation and testing services during the construction phase of the project to observe and test the implementation of our recommendations, and to Stevens, Ferrone & Bailey Engineering Co., Inc. Palomar, 168-55.rpt April 18, 20.13 Page 9 of 22 provide supplemental or revised recommendations in the event conditions different than those described in this report are encountered. 4.1 Earthwork 4.1.1 Clearing and Site Preparation The site should be cleared of all obstructions including any existing structures and their entire foundation systems, existing underground utilities and their trench backfills, existing pavements, designated trees and their associated entire root systems, and debris. Our exploratory pits were backfilled and wheel -rolled upon completion. At the time of construction, the pits will require over -excavation and re -compaction to the standards described in this report. The exploratory pits and any holes resulting from the removal of underground obstructions extending below the proposed finish grade should be cleared and backfilled with fill materials as specified in Section 4.1.4, Fill Material, and compacted to the requirements in Section 4.1.5, Compaction. Tree roots may extend to depths of about 3 to 4 feet. From a geotechnical standpoint, any existing trench backfill materials, concrete slabs, or masonry wall blocks that are removed can be used as new fill onsite provided debris is removed and it is broken up to meet the size requirement for fill material in Section 4.1.4, Fill Material. We recommend fill materials composed of broken up pavement or concrete not be located within 3 feet of the ground surface in yard areas. Consideration should be given to placing these materials below pavements, directly under building footprints, or in deeper excavations. We recommend backfilling operations for any excavations be performed under the observation and testing of SFB. 4.1.2 Existing Undocumented Fill Re -Compaction As described previously, undocumented fills exists at the site and extended to depths of about 1 to 6 feet below the existing ground surface. Where these fills will not be removed during grading and where proposed improvements including new fill, pavements, retaining walls, and foundations will be constructed, we recommend these fill materials be completely removed and re -compacted. The removal should extend to depths where competent soil is encountered. The removal of existing fill materials should be performed so that no more than 5 feet of differential fill thickness will exist below the proposed building foundations. The extent of the removal and re -compaction will vary across the site and should be determined in the field by SFB at the time of the earthwork operations. Stevens, Ferrone & Bailey Engineering Co., Inc. Palomar, 168-55.rpt April 18, 2013 Page 10 of 22 Removed existing fill materials may be used as new fill onsite .provided it satisfies the recommendations provided in Section 4.1.4, Fill Material. Compaction should be performed in accordance with the recommendations in Section 4.1.5, Compaction. 4.1.3 Subgrade Preparation After the completion of clearing and site preparation, and re -compaction of undocumented fills, soils exposed in areas to receive improvements such as structural fill should be scarified to a depth of approximately 8 to 12 inches, moisture conditioned to approximately 3 percent above optimum water content, and compacted to the requirements for structural fill. If the subgrade is allowed to remain exposed to sun, wind or rain for an extended period of time, or is disturbed by borrowing animals, the exposed subgrade may need to be reconditioned (moisture conditioned and/or scarified and recompacted) prior to construction of overlying improvements. SFB should be consulted on the need for subgrade reconditioning when the subgrade is left exposed for extended periods of time. 4.1.4 Fill Material From a geotechnical and mechanical standpoint, onsite soils and fills having an organic content of less than 3 percent by volume can be used as fill at the site. Fill should not contain rocks or lumps larger than 6 inches in greatest dimension with not more than 15 percent larger than 2.5 inches. If required, imported fill should have a plasticity index of 15 or less and have a significant amount of cohesive fines. In addition to the mechanical properties specifications, all imported fill material should have a resistivity (100% saturated) no less than the resistivity for the onsite soils, a pH of between approximately 6.0 and 8.5, a total water soluble chloride concentration less than 300 ppm, and a total water soluble sulfate concentration less than 500 ppm. We recommend import samples be submitted for corrosion and geotechnical testing at least two weeks prior to being brought onsite. 4.1.5 Compaction Structural fill should be compacted to at least 90 percent relative compaction at approximately 3 percent over optimum water content (or greater), as determined by ASTM Designation D1557 (latest edition). The upper 6 inches of subgrade soils beneath pavements should be compacted to at least 95 percent relative compaction. Fill material should be spread and compacted in lifts not exceeding approximately 8 to 12 inches in uncompacted thickness. G Stevens, Ferrone & Bailey Engineering Co., Inc. Page 11 of 22 Palomar, 168-55.rpt April 18, 2013 4.1.6 Utility Trench Backfill Pipeline trenches should be backfilled with fill placed in lifts of approximately 8 inches in uncompacted thickness. Thicker lifts can be used provided the method of compaction is approved by SFB and the required minimum degree of compaction is achieved. Backfill should be placed by mechanical means only. Jetting is not permitted. Onsite trench backfill should be compacted to at least 90 percent relative compaction. Imported sand trench backfill should be compacted to at least 95 percent relative compaction and sufficient water is added during backfilling operations to prevent the soil from "bulking" during compaction. The upper 3 feet of trench backfill in foundation, slab, and pavement areas should be entirely compacted to at least 95 percent relative compaction. To reduce piping and settlement of overlying improvements, we recommend rock bedding and rock backfill (if used) be completely surrounded by a filter fabric such as Mirafi 140N (or equivalent); alternatively, filter fabric would not be necessary if Caltrans Class 2 permeable material is used in lieu of rock bedding and rock backfill. Sand or gravel backfilled trench laterals that extend toward roadways, exterior slabs -on -grade, or under the building or wall foundations, and are located below irrigated landscaped areas such as lawns or planting strips, should also be plugged with low strength concrete, sand/cement slurry, or onsite clays. The plug for the trench lateral should be located below the edge of driveways or slabs, and under the perimeter of the foundation. The plug should be at least 24 inches thick and extend the entire width of the trench, and extend from the bottom of the trench to the top of the sand or gravel backfill. 4.1.7 Exterior Flatwork We recommend that exterior slabs (including patios, walkways, and driveways) be constructed directly on properly compacted fills. We do not recommend using aggregate base, gravel, or crushed rock below these improvements. If imported granular materials are placed below these elements, subsurface water can seep through the granular materials and cause the underlying soils to saturate or pipe. Prior to placing concrete, subgrade soils should be moisture conditioned to increase their moisture content approximately 3 percent or more over optimum water content. The more expansive clayey soils at the site could be subjected to volume changes during fluctuations in moisture content. As a result of these volume changes, some vertical movement of exterior slabs (such as driveways, sidewalks, patios, exterior flatwork) should be anticipated. This movement could result in damage to the exterior slabs and might require periodic maintenance or replacement. Adequate clearance should be provided between the exterior slabs Stevens, Ferrone & Bailey Engineering Co., Inc. Palomar, 168-55.rpt April 18, 2013 Page 12 of 22 and building elements that overhang these slabs, such as window sills or doors that open outward. To reduce the impact of the expansion pressures and to reduce potential crack and slab offset formation, consideration should be given to reinforcing exterior slabs with steel bars in lieu of wire mesh, such as installing #3 bars spaced at approximately 24 inches on center in both directions. We recommend deep score joints and expansion joints be used to control cracking and allow for expansion and contraction of the concrete slabs. We recommend appropriate flexible, relatively impermeable fillers be used at all cold/expansion joints. Dowels should also be considered at all expansion and cold joints to reduce differential slab movements; where used, the dowels should be at least 30 inches long and should be spaced at approximately 24 inches on - center. Although exterior slabs that are reinforced will still crack, trip hazards requiring replacement of the slabs will be reduced if steel bars are installed as described above. 4.1.8 Surface Drainage, Irrigation, and Landscaping Ponding of surface water must not be allowed adjacent to foundations, at the top or bottom of slopes, and at the top or adjacent to retaining walls. Ponding of water should also not be allowed on the ground surface adjacent to or near exterior slabs, including driveways, walkways, and patios. Surface water should not be allowed to flow over the top of slopes, down slope faces, or over retaining walls. We recommend positive surface gradients of at least 2 percent be provided adjacent to foundations to direct surface water away from the foundations and toward suitable discharge facilities. Roof downspouts should be connected to solid pipes that transmit storm water onto paved roadways, into drainage inlets, or into storm drains. We recommend the surface drainage be designed in accordance with the latest edition of the California Building Code. In order to reduce differential foundation movements, landscaping should be placed uniformly adjacent to the foundation and exterior slabs. We recommend trees be no closer to the structure or exterior slabs than half the mature height of the tree; in no case should tree roots be allowed to extend near or below the foundations or exterior slabs. Landscaping drainage inlets and/or drainage swales must provided and maintained around the structures at all times that adequately collect irrigation and storm water and direct the water onto pavement or into storm water collection systems. Drainage inlets must be provided within enclosed planter areas and the collected water must be discharged onto pavement, into drainage swales, or into an enclosed storm drain system. The drainage inlets and associated swales should be designed and constructed so that the moisture content of the soils surrounding the foundations Stevens, Ferrone & Bailey Engineering Co., Inc. Palomar, 168-55.rpt April 18, 2013 Page 13 of 22 do not become elevated and no ponding of water occurs. The inlets should be kept free of debris and be lower in elevation than the adjacent ground surface. We recommend regular maintenance of the drainage systems be performed, including maintenance prior to rainstorms. The inspection should in checking drainage patterns to make sure they are performing properly, making sure drainage systems and inlets are functional and not clogged, and checking that erosion control measures are adequate for anticipated storm events. Immediate repairs should be performed if any of these measures appears to be inadequate. Irrigation should be performed in a uniform, systematic manner as equally as possible on all sides of the foundations and exterior slabs to maintain moist soil conditions. Over -watering must be avoided. To reduce moisture changes in the natural soils and fills in landscaped areas, we recommend that drought resistant plants and "drip" irrigation systems be used. Low flow watering systems should also be used. All irrigation systems should be inspected for leakage regularly. The drainage, irrigation, maintenance, and landscaping recommendations contained in this report should be forwarded to your designers and we recommend they be included in disclosure statements given to homeowners and homeowner associations. 4.1.9 Construction During Wet Weather Conditions If construction proceeds during or shortly after wet weather conditions, the moisture content of the onsite soils and fills could be significantly above optimum. Consequently, subgrade preparation, placement and/or reworking of onsite soil or fills as structural fill might not be possible. Alternative wet weather construction recommendations can be provided by our representative in the field at the time of construction, if appropriate. All the drainage measures recommended in this report should be implemented and maintained during and after construction, especially during wet weather conditions. 4.1.10 Future Maintenance In order to reduce water produced issues, we recommend regular maintenance of the site and each lot be performed, including maintenance prior to rainstorms. Maintenance should include the recompaction of loosened soils, collapsing and infilling holes with compacted soils or low strength sand/cement grout, removal and control of digging animals, modifying storm water drainage patterns to allow for sheet flow into drainage inlets or ditches rather than concentrated flow or ponding, removal of debris within drainage ditches and inlets, and immediately repairing any erosion or soil flow. The inspection should include checking drainage patterns, making sure Stevens, .Ferrone & Bailey Engineering Co., Inc. Palomar, 168-55.rpt April 18, 2013 Page 14 of 22 drainage systems are functional and not clogged, and erosion control measures are adequate for anticipated storm events. Immediate repair should be performed if any of these measures appears to be inadequate. Temporary and permanent erosion and sediment control measures should be installed over any exposed soils immediately after repairs are made. 4.2 Foundation Support 4.2.1 Post -Tensioned Slabs The townhome buildings can be supported on post -tensioned slab foundations that are designed for the expansion potential of the onsite materials. The slab foundation should bear entirely on properly prepared compacted structural fill with similar expansion potential. In no case should a slab foundation bear upon fills with differential expansion characteristics. Recommendations for building pad preparation are described in Section 4.1.3, Subgrade Preparation. Prior to the concrete pour, we recommend the moisture content of the subgrade materials be approximately 3 percent above laboratory optimum moisture. If the building pads are left exposed for an extended period of time prior to constructing foundations, we recommend SFB be contacted for recommendations to re -condition the pads in order provide adequate building support. The post -tensioned foundation slabs should be at least 10 inches thick; however the actual slab thickness should be determined by the Structural Engineer. An allowable bearing pressure of 1,500 pounds per square foot can be used for localized point and line loads. Deflection of the slab foundations should not exceed the values recommended in the most recent PTI Manual. Lateral loads, such as derived from earthquakes and wind, can be resisted by friction between the post -tensioned slab foundation bottom and the supporting subgrade. A friction coefficient of 0.25 is considered applicable. At least 10 feet of cover should be provided between the outer face of slabs and un-retained slope faces, as measured laterally between slope faces and the slabs. Where less than 10 feet of cover exists, deepening of the edge of slabs may be necessary in order to achieve 10 feet of cover for buildings located near tops of slopes. Where slabs are located adjacent to utility trenches, the edges of the slab's bearing surface should bear below an imaginary 1 horizontal to 1 vertical plane extending upward from the bottom edge of the adjacent utility trench. Alternatively, the slab reinforcing could be increased to span the area defined above assuming no soil support is provided. A vapor retarder must be placed between the subgrade soils and the bottom of the slabs -on - grade. We recommend the vapor retarder consist of a single layer of Stego Wrap Vapor Barrier Stevens, Ferrone & Bailey Engineering Co., Inc. Palomar, 168-55.rpt April 18, 2013 Page 15 of 22 15 mil or equivalent provided the equivalent satisfies the following criteria: a permeance as tested before and after mandatory conditioning of less than 0.01 Perms and strength of Class A as determined by ASTM E 1745 (latest edition), and a thickness of at least 15 mils. Installation of the vapor retarder should conform to the latest edition of ASTM E 1643 and the manufacturers requirements, including the requirements that all joints be lapped at least 6 inches and sealed with Stego Tape or equal in accordance with the manufacturer's specifications. Protrusions where pipes or conduit penetrate the membranes should be sealed with either one or a combination of Stego Tape, Stego Mastic, Stego Pipe Boots, or a product of equal quality as determined by the manufacturer's instructions and ASTM E 1643. Care must be taken to protect the membrane from tears and punctures during construction. We do not recommend placing sand or gravel over the membrane. Prior to placement of the vapor retarder, the subgrade surfaces should be proof -rolled to provide a smooth, unyielding surface for slab support. In order to reduce water seepage through the joint between the bottom of the concrete slab and the supporting subgrade, consideration should be given to installing a strip of relatively impermeable material, such as Greenstreak Swellstop (3/8" x 3/4" size) or equivalent placed between the bottom of the foundation perimeter edge and the subgrade. If used, the strip should be located approximately 4 inches from the edge of the foundation, and should be placed directly on the subgrade. The foundation concrete should be poured directly over the placed strip. Concrete slabs retain moisture and often take many months to dry; construction water added during the concrete pour further increases the curing time. If the slabs are not allowed to completely cure prior to constructing the super -structure, the concrete slabs will expel water vapor and the vapor will be trapped under impermeable flooring. The concrete mix design for the slabs should have a maximum water/cement ratio of 0.45; the actual water/cement ratio may need to be reduced if the concentration of soluble sulfates or chlorides in the supporting subgrade is detrimental to the concrete. The results of sulfate and chloride testing of two onsite soil samples are included in Appendix D for reference. To reduce the potential for differential curing, we recommend you consult with your concrete specialists. An experienced Structural Engineer should design the post -tensioned slabs to resist the differential soil movement. The preliminary soil design parameters presented below were generated using the procedures presented in the 3rd edition of the PTI design manual' and addendum No.19, and a PTI preferred computer program, VOLFLO (Version 1.5 Build 120704), was employed to simulate the wetting and drying scenarios of the soils beneath the post - tensioned slabs. $Post -Tensioning Institute, 2004, Design of Post -Tensioned Slabs -On -Ground, Third Edition. 9Post-Tensioning Institute, May 2007, Addendum No. 1 to 3rd Edition of Design of Post -Tensioned Slabs -On - Ground. Stevens, Ferrone & Bailey Engineering Co., Inc. Palomar, 168-55.rpt April 18, 2013 Page 16 of 22 The values provided below are based upon the post -tensioned slab foundations being entirely surrounded by uniform, properly drained, and moderately irrigated landscaping. If differing conditions will exist that could cause differential soil moisture adjacent or below the slabs, or if portions of the foundations will be located adjacent to relatively dry or wet soils, then SFB should be consulted and modifications to the values below would need to be modified in writing. Please refer to Section 4.1.8, Surface Drainage, Irrigation, and Landscaping, for additional recommendations. We recommend the slab-subgrade friction values provided in the most recent PTI Manual be used in order to determine the friction that might be expected to exist during tendon stressing. SWELLING MODE Center Lift Ede Edge Moisture Variation Distance (em) 9.0 feet 5.0 feet Differential Soil Movement (ym) 0.5 inch 1.0 inch We recommend SFB review the foundation drawings and specifications prior to submittal to verify that the recommendations provided in this report have been used and properly interpreted in the design of the slabs. 4.2.2 Seismic Design Criteria For seismic design using the 2010 California Building Code (CBC), we recommend the following seismic design values be used. The following parameters were calculated using the U.S. Geological Survey Ground Motion Parameters computer program (Version 5.1.0) and were based on the site being located at approximate latitude 37.284°N and longitude 121.977°W. 2010 CBC SEISMIC PARAMETERS Seismic Parameter Design Value CBC Reference Site Class D Table 1613.5.2 Ss 2.06 Figure 1613.5(3) S1 0.71 Figure 1613.5(4) Fa 1.0 Table 1613.5.3 1 F,, 1.5 Table 1613.5.3(2 i Stevens, Ferrone & Bailey Engineering Co., Inc. Page 17 of 22 Palomar, 168-55.rpt April 18, 2013 4.2.3 Retaining Walls and Soundwalls If segmental block walls with geogrid will be used at the site, SFB should be contacted to provide block wall and geogrid designs and specifications. Where walls retain soil, they must be designed to resist both lateral earth pressures and any additional lateral loads caused by surcharging. The recommendations provided below are for retaining walls that are located at least 1.5H feet away from a building, where H is the height of the retaining portion of the walls; SFB should be consulted when retaining walls are closer than this. We recommend that the unrestrained walls be designed to resist an equivalent fluid pressure of 40 pounds per cubic foot. This assumes a level backfill. Restrained walls should be designed to resist an equivalent fluid pressure of 40 pounds per cubic foot plus a uniform pressure of 8H pounds per square foot, where H is the height of the wall in feet. Walls with inclined backfill should be designed for an additional equivalent fluid pressure of 1 pound per cubic foot for every 2 degrees of slope inclination. Walls subjected to surcharge loads should be designed for an additional uniform lateral pressure equal to one-third and one-half the anticipated surcharge load for unrestrained and restrained walls, respectively. These lateral pressures depend upon the moisture content of the retained soils to be constant over time; if the moisture content of the retained soils will fluctuate or increase compared to the moisture content at time of construction, then SFB should be consulted and provide written modifications to this design criteria. The recommended lateral pressures assume walls are fully -back drained to prevent the build-up of hydrostatic pressures. This can be accomplished by using %z to 3/4 inch crushed, uniformly graded gravel entirely wrapped in filter fabric such as Mirafi 140N or equal (an overlap of at least 12 inches should be provided at all fabric joints). The gravel and fabric should be. at least 8 inches wide and extend from the base of the wall to within 12 inches of the finished grade at the top (Caltrans Class 2 permeable material (Section 68) may be used in lieu of gravel and filter fabric). A 4-inch diameter, perforated pipe should be installed at the base and centered within the gravel. The perforated pipe should be connected to a solid collector pipe that transmits the water directly to a storm drain, drainage inlet, or onto pavement. If weep holes are used in the wall, the perforated pipe within the gravel is not necessary provided the weep holes are kept free of animals and debris, are located no higher than approximately 6 inches from the lowest adjacent grade, and are able to function properly. As an alternative to using gravel, drainage panels (such as AWD Amerdrain 200 for walls or equal) may be used behind the walls in conjunction with perforated pipe (connected to solid collector pipe), weep holes, or strip drains (such as AWD Akwadrain). If used, the drainage panels can be spaced on -center at approximately 2 times the panel width. Stevens, Ferrone & Bailey Engineering Co., Inc. Palomar, 168-55.rpt April 18, 2013 Page.18 of 22 Fill placed behind walls should conform to the recommendations provided in Section 4.1.4, Fill Material, and 4.1.5, Compaction. If heavy compaction equipment is used, the walls should be appropriately designed to withstand loads exerted by the heavy equipment and/or temporarily braced. Retaining walls and soundwalls can be supported on drilled, cast -in -place, straight shaft friction piers that develop their load carrying capacity in the materials underlying the site. The piers should have a diameter of at least 12 inches and a center -to -center spacing of at least three times the shaft diameter. We recommend that wall piers extend at least 6 feet below grade; however the actual depth should be determined by the Structural Engineer based upon load resistance requirements. Pier reinforcing should be based on structural requirements. The actual design depth of the piers should be determined using an allowable skin friction of 500 pounds per square foot for dead plus live loads, with a one-third increase for all loads including wind or seismic. Seventy percent of this value can be used to resist uplift. Lateral load resistance can be developed in passive resistance for pier foundations. A passive resistance equal to an equivalent fluid weighing 300 pounds per cubic foot acting against twice the projected diameter of pier shafts can be used. The upper two feet of pier shaft should be neglected in the vertical and passive resistance design. Portions of the piers located within 10 feet of the nearest slope face (as measured laterally from the face of slopes to the face of piers) should also be ignored in the vertical and passive resistance design. We recommend the pier foundations be located outside of (or beyond) a 1:1 (horizontal to vertical) plane projected upward from the base of any wall or utility trench, or the portion of a pier located within the zone should be ignored in the design of the pier. The bottoms of the pier excavations should be relatively dry and free of all loose cuttings or slough prior to placing reinforcing steel and concrete. Any accumulated water in pier excavations should be removed prior to placing concrete. We recommend that the excavation of all piers be performed under the direct observation of SFB to confirm that the pier foundations are founded in suitable materials and constructed in accordance with the recommendations presented herein. Preliminarily, we recommend concrete pours of pier excavations be performed within 24 hours of excavation and prior to any rainstorms. Where caving or high ground water conditions exist, additional measures such as using casing, tremie methods, and pouring concrete immediately after excavating may be necessary. SFB should be consulted on the need for additional measures for pier construction. Stevens, Ferrone & Bailey Engineering Co., Inc. Page 19 of 22 Palomar, 168-55.rpt April 18, 2013 4.3 Pavements Based on the results of a previous R-value test of onsite materials performed by others, we recommend that an R-value of 15 be used in preliminary pavement design. We recommend additional R-value tests be performed once the pavement subgrade is established to confirm the R-value used in the design. We developed the following alternative preliminary pavement sections using Topic 608 of the State of California Department of Transportation Highway Design Manual, the recommended R- value, and typical traffic indices for residential developments. PRELIMINARY PAVEMENT DESIGN ALTERNATIVES SUBGRADE R-VALUE =15 Pavement Components Total Thickness Asphaltic Location Concrete Aggregate Base (inches) inches Class 2 (inches) T.I. = 4.5 (auto & light 3.0 8.0 11.0 truck parking) T.I. = 5.0 (access 3.0 9.0 12.0 roads/courts) If the pavements are planned to be placed prior. to or during construction, the traffic indices and pavement sections may not be adequate for support of what is typically more frequent and heavier construction traffic. If the pavement sections will be used for construction access by heavy trucks or construction equipment (especially fork lifts with support footings), SFB should be consulted to provide recommendations for alternative pavement sections capable of supporting the heavier use and heavier loads. If requested, SFB can provide recommendations for a phased placement of the asphalt concrete to reduce the potential for mechanical scars caused by construction traffic in the finished grade. Preliminary pavement sections should be revised, if necessary, when design traffic indices are known. Pavement baserock and asphalt concrete should be compacted to at least 95 percent relative compaction. The asphalt concrete compacted unit weight should be determined using Caltrans Test Method 308-A or ASTM Test Method D1188. Asphalt concrete should also satisfy the S- value requirements by Caltrans. As is common to all pavements, we recommend regular maintenance of the asphalt concrete be performed at approximately five year intervals. Maintenance may include sand slurry sealing, Stevens, Ferrone & Bailey Engineering Co., Inc. Palomar, 168-55.rpt April 18, 2013 Page 20 of 22 crack filling, and chip seals as necessary. If regular maintenance is not performed, the asphalt concrete layer could experience premature degradation requiring more extensive repairs. Stevens, Ferrone & Bailey Engineering Co., Inc. Page 21 of 22 Palomar, 168-55.rpt April 18, 20.13 5.0 CONDITIONS AND LIMITATIONS SFB cannot be held responsible for the validity or accuracy of information, analyses, test results, or designs provided to SFB by others. The analysis, designs, opinions, and recommendations submitted in this report are based in part upon the data obtained from our field work and upon information provided by others. Site exploration and testing characterizes subsurface conditions only at the locations where the explorations or tests are performed; actual subsurface conditions between explorations or tests may be different than those described in this report. Variations of subsurface conditions from those analyzed or characterized in this report are not uncommon and may become evident during construction. In addition, changes in the condition of the site can occur over time as a result of either natural processes (such as earthquakes, flooding, or changes in ground water levels) or human activity (such as construction adjacent to the site, dumping of fill, or excavating). If changes to the site's surface or subsurface conditions occur since the performance of the field work described in this report, or if differing subsurface conditions are encountered, we should be contacted immediately to evaluate the differing conditions to assess if the opinions, conclusions, and recommendations provided in this report are still applicable or should be amended. We recommend that SFB be retained to provide geotechnical services during design, reviews, earthwork operations, and foundation installation to confirm and observe compliance with the design concepts, specifications and recommendations presented in this report. Our presence will also allow us to modify design if unanticipated subsurface conditions are encountered or if changes to the scope of the project, as defined in this report, are made. This report is a design document that has been prepared in accordance with generally accepted geological and geotechnical engineering practices for the exclusive use of Taylor Morrison and their consultants for specific application to the proposed Palomar residential development project in Campbell, California, and is intended to represent our design recommendations to Taylor Morrison for specific application to the Palomar residential development project. The conclusions and recommendations contained in this report are solely professional opinions. It is the responsibility of Taylor Morrison to transmit the information and recommendations of this report to those designing and constructing the project. We will not be responsible for the misinterpretation of the information provided in this report. We recommend SFB be retained to review geological and geotechnical aspects of the construction calculations, specifications, and plans; we should also be retained to participate in prebid and preconstruction conferences to clarify the opinions, conclusions, and recommendations contained in this report. It should be understood that advancements in the practice of geotechnical engineering and engineering geology, or discovery of differing surface or subsurface conditions, may affect the I.. C Stevens, Ferrone & Bailey Engineering Co., Inc. Page 22 of 22 Palomar, 168-55.rpt April 18, 2013 validity of this report and are not uncommon. SFB strives to perform its services in a proper and professional manner with reasonable care and competence but we are not infallible. Geological engineering and geotechnical engineering are disciplines that are far less exact than other engineering disciplines; therefore we should be consulted if it is not completely understood what the limitations to using this report are. In the event that there are any changes in the nature, design or location of the project, as described in this report, or if any future additions are planned, the conclusions and recommendations contained in this report shall not be considered valid unless we are contacted in writing, the project changes are reviewed by us, and the conclusions and recommendations presented in this report are modified or verified in writing. The opinions, conclusions, and recommendations contained in this report are based upon the description of the project as presented in the introduction section of this report. This report does not necessarily represent all of the information that has been communicated by us to Taylor Morrison and their consultants during the course of this engagement and our rendering of professional services to Taylor Morrison. Reliance on this report by parties other than those described above must be at their own risk unless we are first consulted as to the parties' intended use of this report and only after we obtain the written consent of Taylor Morrison to divulge information that may have been communicated to Taylor Morrison. We cannot accept consequences for unconsulted use of segregated portions of this report. Please refer to Appendix E for additional guidelines regarding use of this report. a KEY APPROXIMATE LOCATION OF SFB APPROXIMATE LOCATION OF BOREHOLE EP-2 EXPLORATORY PIT & INFILTRATION TEST IT-3 -- INFILTRATION TEST BY CORNERSTONE (3/19/13) (11 /23/11) EB-3 - APPROXIMATE LOCATION OF BORING BY APPROXIMATE PROJECT LIMIT CORNERSTONE (7/27/11) APPROXIMATE SCALE: 1" = 80' NOTE: Base map was created by overlying the project Conceptual Plan Sheets C2.0 0 80, 160' & C7.0 prepared by Ruth and Going, Inc. and dated 3/9/12 on Google Earth Image dated 10/31/11. DATE tevens 1600 Willow Pass Court S�errone & Concord, CA 94520 To/ 925.688.1001 �aile Fax 925.688.1005 y Engineemig Company, Inc www.SFandB.com SITE PLAN FIGURE March 2013 PALOMAR Campbell, California PROJECT NO. 168-55 APPENDIX A Field Investigation a Stevens, Ferrone & Bailey Engineering Co., Inc. A-1 Palomar, 168-55.rpt April 18, 2013 APPENDIX A Field Investigation Our field investigation for the proposed Palomar residential development project in Campbell, California, consisted of a surface reconnaissance and a subsurface exploration program using a rubber -tired backhoe. Two exploratory pits were performed on March 19, 2013, to a maximum depth of about 12 feet. The locations of the exploratory pits are shown on the Site Plan, Figure 1. Our representative continuously logged the soils encountered in the pits in the field. The soils are described in general accordance with the Unified Soil Classification System (ASTM D2487). The logs of the pits as well as a key for the classification of the soil (Figure A-1) are included as part of this appendix. Representative samples were obtained from the exploratory pits at selected depths appropriate to the investigation. All samples were transmitted to our office for evaluation and appropriate testing. The elevations discussed in this report and shown on the pit logs were obtained from the Site Plan, Figure 1. The attached pit logs and related information show our interpretation of the subsurface conditions at the dates and locations indicated, and it is not warranted that they are representative of subsurface conditions at other locations and times. r Major Divisions grf I ltr Gravel Gravelly Soils UNIFIED SOIL CLASSIFICATION SYSTEM Description Well -graded gravels or gravel sand mixtures, little or no fines Poorly -graded gravels or gravel sand mixture, little or no fines Silty gravels, gravel -sand -silt M mixtures Clayey gravels, gravel -sand -clay Coarse MG C mixtures Grained Soils Well -graded sands or gravelly W sands, little or no fines Sand Poorly -graded sands or gravelly - SP sands, little or no fines And Sandy .; Silty sands, sand -silt mixtures Soils M Clayey sands, and -clay mixtures Major Divisions gri Silts And Clays LL < 50 Soils Silts And Clays LL > 50 Highly Organic Soils I' ltr Description Inorganic silts and very fine sands, 4L rock flour, silty or clayey fine sands or clayey silts with slight norganlc clays of low to medium L, plasticity, gravelly clays, sandy clays, silty clays, lean clays Organic silts and organic silt -clays )L, of low plasticity Inorganic silts, micaceous or gI diatomaceous fine or silty soils, elastic silts Inorganic clays of high plasticity, 'H fat clays )H IOrganic clays of medium to high Plasticity Peat and other highly organic soils GRAIN SIZES U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/4" 3" 12" Silts Sand Gravel and Clays Fine Medium Coarse Fine Coarse Cobbles Boulders RELATIVE DENSITY Sands and Gravels Blows/Foot* Very Loose 0-4 Loose 4 -10 Medium Dense 10 - 30 Dense 30 - 50 Very Dense Over 50 CONSISTENCY Silts and Clays Blows/Foot* Strength (tsf)** Very Soft 0-2 0-1/4 Soft 2-4 1/4-1/2 Firm 4-8 112-1 Stiff 8-16 1-2 Very Stiff 16 - 32 2-4 Hard Over 32 Over 4 •Number of Blows for a 140-pound hammer falling 30 inches, driving a 2-inch O.D. (1-3/8" I.D.) split spoon sampler. ••Unconfined compressive strength. Increasing Visual SYMBOLS & NOTES Moisture Content Standard Penetration samplerWet Shelby Tube Saturated (2" OD Split Barrel) Moist N ® Modified California sampler ® PithBarrel Pitcher rre Damp (3" OD Split Barrel) Dry, o r California Sampler OD Split Barrel) m HQ Core Constituent Percentage (2.5" W trace <5% m �_ Ground Water level initially encountered PI = Plasticity Index some 5-15% w LL = Li uid Limit Water level drilling with 16-30% o r — Ground at end of R = R-Value -y 31-49% X Z KEY TO EXPLORATORY BORING LOGS Sz � eVe�1SN, err®ne & 1600 willow Pass Court PALOMAR Concord, CA 94520 Campbell, California ailey Tel:925-688-1001 Enrin tri�¢Com�1m Inc.PROJECT NO. DATE FIGURE NO. 168-55 1 March 2013 1 A-1 Y 0 c� i W a m W z 0 W LL LL N z W W F y EXCAVATOR TYPE CAT 416C SURFACE ELEVATION 222 feet LOGGED BY TC DEPTH TO GROUND WATER Not Encountered BUCKET WIDTH 36-inch DATE EXCAVATED _ 03/19/13 � DESCRIPTION AND CLASSIFICATION Mpg w W D U) -. wU d OTHER aWQ W W> d U) aJ (nj Z HZ Q~ �Z Do- }" F� Y Y U TESTS SOIL DESCRIPTION AND REMARKS CONSIST W Ov o Oa Asplalt Concrete (AC) 2". Aggregate Base/Gravel 2". FILL: CLAY (CL), mottled brown dark gray, firm silty, with sand clasts(fine- to coarse -grained), trace gravel(fine, subrounded to subangular), dry to damp. CLAY (CL), brown, silty, with sand(fine- to stiff medium -grained), damp. 220. 21 At 2': Liquid Limits= 36 2.5 Plasticity Index= 16 Medium Sand= 2% Fine Sand= 20% Silt= 41 % Clay= 37% SAND (SC)/CLAY (CL) brown, fine- to medium coarse -grained, clayey, some gravel(fine, dense 217 rounded to subangular), damp. 5.0 Infiltration test at 5.5'. 215. 7.5 Fewer fine contents. Bottom of Pit = 8 feet Notes: Stratification is approximate, variations must be expected. See Report for additional details. 212. 10.0 210. 12.5 207. EXPLORATORY PIT LOG tevens, �11`Vn� & 1600 Willow Pass Court PALOMAR Concord, CA 94520 allei T Tel: 925-688-1001 Campbell, California �/ Enginxring Gompnyt Inc PROJECT NO. DATE PIT NO. 168-55 March 2013 1 EP-1 F- a c� i w m z 0 W w w Z w U) EXCAVATOR TYPE CAT 416C SURFACE ELEVATION 222 feet LOGGED BY TC DEPTH TO GROUND WATER Not Encountered BUCKET WIDTH 36-inch DATE EXCAVATED 03/19/13 DESCRIPTION AND CLASSIFICATION mpg W w W [_ >' U) -. z o_ _ OTHER a_WQ o�J rL ¢ d� U)Z �Z �z wU >— WW vY TESTS DESCRIPTION AND REMARKS CONSIST NPE w U) 0 0 0 Asphalt Concrete (AC) 2.5" to 3". Aggregate Bas (AB)/Gravel 4". FILL: GRAVEL (GP), gray, fine to coarse, loose subangular to rounded, sandy(fine- to coarse -grained), trace silt, dry. o p ° �O 220. ° 2.5 Bottom of gravel fill varies from V to 6'. CLAY (CL), brown, silty, with sand(fine- to stiff coarse -grained), trace gravel(fine, subangular to subrounded), damp. 217. 5.0 SAND (SC)/CLAY (CL) brown, fine to coarse medium grained, clayey, with gravel(fine to coarse, dense subangular to rounded), with clay, damp. 215. 7.5 212. 10.0 Infiltration test at 10.5'. Fewer fine contents. 210 Bottom of Pit = 12 feet Notes: Stratification is approximate, variations 12.5 must be expected. See Report for additional details. 207. EXPLORATORY PIT LOG ili&tevenS, j, � -�rtli ^1 e & 1600 Willow Pass Court PALOMAR Concord, CA 94520 Campbell, California Te1:925-688-1001 1!�alley Engiizzring company. Inc. PROJECT NO. DATE PIT NO. 168-55 March 2013 EP-2 APPENDIX B Laboratory Investigation Stevens, Ferrone & Bailey Engineering Co., Inc. B-1 Palomar, 168-55.rpt April 18, 2013 APPENDIX B Laboratory Investigation Our laboratory testing program for the proposed Palomar residential development project in Campbell, California was directed toward a quantitative and qualitative evaluation of the physical and mechanical properties of the soils underlying the site. The natural water content was determined on one sample of the subsurface soils. The water content is recorded on the pit log at the appropriate sample depth. Atterberg Limit determinations were performed on one sample of the subsurface soils to determine the range of water content over which these materials exhibit plasticity. These values are used to classify the soil in accordance with the Unified Soil Classification System and to indicate the soil's compressibility and expansion potentials. The results of the tests are presented on the pit log at the appropriate sample depth. Gradation and hydrometer tests were performed on one sample of the subsurface soils. These tests were performed to assist in the classification of the soils and to determine their grain size distribution. The results of the tests are presented on the pit log at the appropriate sample depth. UNIFIED SOIL CLASSIFICATION (ASTM ®-2487-98) MATERIAL TYPES CRITERIA FOR ASSIGNING SOIL GROUP NAMES GROUP SOIL GROUP NAMES & LEGEND SYMBOL GRAVELS CLEAN GRAVELS Cu>4AND 1<Cc<3 GW WELL -GRADED GRAVEL a .tm® .� J >50% OF COARSE a <5/° FINES Cu>4 AND 1>Cc>3 GP POORLY -GRADED GRAVEL ° & u `p z FRACTION RETAINED GRAVELS WITH FINES FINES CLASSIFYAS ML OR CL GM SILTY GRAVEL o 0 ° o w 0 w ON NO 4. SIEVE 11 FINES CL4SSIFYAS CL OR CH GC CLAYEY GRAVEL z z m >12% FINES �a o w a SANDS CLEAN SANDS Cu>6AND 1<Cc<3 SW WELL -GRADED SAND z <5%FINES to Cu>6 AND 1>Cc>3 SP POORLY -GRADED SAND O A >50% OF COARSE O FRACTION PASSES ON NO 4. SIEVE SANDS AND FINES FINES CLASSIFYAS Mi. OR CL SM SILTY SAND >12% FINES FINES CLASSIFYAS CLORCH SC CLAYEY SAND SILTS AND CLAYS PI>7AND PLOTS>'A UNE CL LEAN CLAY Cl) INORGANIC O rn w LIQUID LIMIT<50 P>4AND PLOTS<'A'LINE ML SILT 0Uj> ORGANIC LL(oven ddedyLL(not drad)<0.75 OL ORGANIC CLAY OR SILT _ — — zw ¢ 0) -- aC3 ago C'' SILTS AND CLAYS PI PLOTS>A'LINE CH FAT CLAY CD O INORGANIC PI PLOTSrq•LINE MH ELASTIC SILT mi— z A Z LIQUID LIMIT>50 M ORGANIC LLI.—driedyLL(..IdI d)<D.75 OH ORGANIC CLAY OR SILT HIGHLY ORGANIC SOILS PRWARILY ORGANIC MATTER, DARK IN COLOR, AND ORGANIC ODOR PT PEAT� — SAMPLER TYPES OTHER MATERIAL SYMBOLS Poorly-Graded.Sand :' Sand SPT Shelby Tube with Clay Clayey Sand Silt Modified Califomia (2.5" I.D.) No Recovery Sandy Silt 01. Well Graded Gravelly Sand Rock Core ® Grab Sample Artificial/Undocumented RII Gravelly Silt ADDITIONAL TESTS CA - CHEMICALANALYSIS(CORROSNITY) PI _ PLASTICRYINDD( Poorly -Graded Gravelly Sand Asphalt CD - CONSOLIDATED DRAINED TRMIAL Sw SWELL TEST CN - CONSOLIDATION TC - CYCLICTRIAXIAL Topsoil Boulders and Cobble CU - CONSOLIDATED UNORAWED TRIAXIAL TV TORVANESHEAR r�•>t DS - DIRECT SHEAR UC - UNCONFINED COMPRESSION Well -Graded Gravel PP - POCKET PENETROMETER (TSF) (1.5) - (WITH SHEAR STRENGTH � - with Clay (3.0) - (WITH SHEAR STRENGTH IN KSF) _ IN KSF) Well -Graded Gravel RV R-VALUE UU UNCONSOLIDATED ° with Silt SA - SIEVE ANALYSIS:% PASSING _ UNORAINEOTROIXWL p2110 SIEVE V PLASTICITY CHART WATER LEVEL Bo PENETRATION RESISTANCE (RECORDED AS BLOWS r FOOT) 70 SAND 8 GRAVEL SILT 8 CLAY 60 w so CH RELATIVEDENSRY BLOWSIFOOT• CONSISTENCY SLOWSIFOOT` STRENGTH-(KSF) z VERYLOOSE 0.4 VERY SOFT 0-2 0-0.26 > 40 LOOSE 4-10 SOFT 2-4 0.25-05 U MEDIUM DENSE 1D-30 MEDIUM STIFF 4-8 0.5-1.0 y 30 E .CL OHBMH DENSE 30-50 STIFF B-15 1.0-2.0 ag 2 0 VERY DENSE OVER50 VERY STIFF 15-30 2.0-4.0 HARD OVER 30 OVER 4.D 10 NUMBER OF BLOWS OF 14D LB HAMMER FALLING 30 INCHES TO DRIVE 2INCH O.D. (1.aI8 INCH I.D.) SPLR-BARREL SAMPLER THE LAST 12 INCHES OF AN 1B-INCH DRIVE 0 (ASTM•1586 STANDARD PENETRATION TEST). 0 D 2 0 3 0 4 0 5 0 6 0 7 0 8 0 S,. LPNDRAI4LPO ST{FAR 5141,101-1 IN K1P315QDFr. AS DETERMINED BY LABORATORY LIQUID LIMIT (%) TESTING ORAPPROXIMATED BY THE STANDARD PENETRATION TEST, POCKET PENETROMETER, TORVANE, OR VISUAL OBSERVATION. E T LEG END T® S®IL Figure Number EARTH GROUP DESCRIPTIONS A-1 N, BORING NUMBER EBA CORNERSTONE PAGE 1OF1 ROUP PROJECT NAME 125 San Tomas Aquino VC0 EARTH GROUP PROJECT NUMBER 489-1-1 PROJECT LOCATION Campbell, CA DATE STARTED 7/27/11 DATE COMPLETED 7/27111 GROUND ELEVATION BORING DEPTH 25 ft. DRILLING CONTRACTOR Exploration Geoservices, Inc LATITUDE LONGITUDE DRILLING METHOD Mobile 8-40, 8 inch Hollow -Stem Auger GROUND WATER LEVELS: LOGGED BY PNC AT TIME OF DRILLING Not Encountered NOTES AT END OF DRILLING Not Encountered This log is a pad of a report by Comerstona Earth Group, and should not be used as astand-alone dawmant. This do cripbon applies only tot. location of the S p1 rr FF-- X 0 Z UNDFWNED SHEAR STRENGTH. ksf v Zoroum at the time cfWlIng. Srbsudaw wndbons may differ at other locations and may change of dis lobatlon Mh 8me. The desodpfion prssenled Is a a m 2 C7 Z w J Q HAND PENETROMETER 2 O = —r m simptigrabun of actual comEt.rs encs-torad. Transitions between sob types may be gradual. t - 9 to W a Z fit! S U. 2 I O Z w a Vl 70RVANE wo w vy a �a N dz to �w z it Z8 w r`r UNCONFINED COMPRESSION _ D Of I -a rv� w Z UNCONSOUDATED-UNDRAINED ® DESCRIPTION z O a TRIAXIAL 0 � 1.0 2.0 3.0 4.0 2% inches asphalt over 4 inches aggregate abase ______________ J 6 Sandy Lean Clay (CL) Ma,B 99 21 13 Q stiff to very stiff, moist, grayish brown to brown, fine sand, trace coarse.sand, trace fine subround gravel, low plasticity 1s Ma26 109 16 5 Liquid Limit = 29, Plastic Limit = 16 8 Ma38 106 15 j 16 - MC-49 108 14 10 i 7 Clayey Sand with Gravel (SC) — — r medium dense to dense, moist, brown, fine to , .s coarse sand, fine to coarse subangular to 35 Mase 113 a subround gravel i r 64 Mase 123 5 I i 20 50 5„ Male 129 6 25 Bottom of Boring at 25.0 feet. 30 35 BORING NUMBER EB-2 RE T iE PAGE I OF 1 CORNERSTONE U P PROJECT NAME 125 San Tomas Aquino EARTH GROUP PROJECT NUMBER 489-1-1 PROJECT LOCATION Campbell, CA DATE STARTED 7/27/11 DATE COMPLETED 7/27111 GROUND ELEVATION BORING DEPTH 33.9 ft. DRILLING CONTRACTOR Exploration Geoservices, Inc LATITUDE LONGITUDE DRILLING METHOD Mobile B-40, 8 inch Hollow -Stem Auger GROUND WATER LEVELS: LOGGED BY PNC �ZATTIMEOFDRILLING Not Encountered NOTES TAT END OF DRILLING Not Encountered This log is a pad of a report by Cornerstone Earth Group, and should not be used as e stand-alone docum aL This description appOw only to the location of the o a a e UNDRAINEO SHEAR STRENGTH, a adoration at the dme of drilling. Subsurface cond?ions may differ at other locations and may change at this Iocalion with time: The desctlpton Presented Is a m o uj m = 40 Z w X W z d m IB} 0 HAND PENETROMETER O m si�Pbhcation of ectual cond6ons encountered. Trarss&ns between soil types may be gradual. ° wj QQ Z a = S wr'' Q TORVANE �u o y a n U UNCONFINED COMPRESSION o O S � z UUNCONSSOUDATED•UNDRAINED RIAXAL DESCRIPTION a o 0 1.0 2.0 3,0 4,D 2 inches asphalt over 4%. inches aggegate \base—_---_------------'f' Silty Sand (SM) [Fill] 11 Mete 95 15 / yloose, moist, brown, fine sand --1 Poorly Graded Sand with Silt (SP-SM) [Fill] 14 MC-2B 4 loose, moist, fine to coarse sand, some 5 subangular to subround gravels 11 SPT-3 5 7 SPT-d 4 ------------- Lean Clay (CL) i --------------------- Clayey Sand with Gravel (SC) 35 MC-59 7 10 medium dense to dense, moist, brown, fine to coarse sand, fine to coarse subangular to subround gravel 29 Mfia a 127 a i5 46 MC-7B 124 6 20 50 50 MC-SB 125 8 25 . V. some sandstone inclusions so Ma08 121 a 30 50 Mato Bottom of Baring at 33.9 feet. s' 35 BORING NUMBER EB-3 PAGE 1OF1 CORNERSTONE PROJECT NAME 125 San Tomas Aquino 90% EARTH GROUP PROJECT NUMBER 489-1-1 PROJECT LOCATION Campbell, CA DATE STARTED 7127/11 DATE COMPLETED 7/27/11 GROUND ELEVATION BORING DEPTH 24.5 ft. DRILLING CONTRACTOR Exploration Geoservices, Inc LATITUDE LONGITUDE DRILLING METHOD Mobile B-40 8 inch Hollow -Stem Auger GROUND WATER LEVELS: LOGGED BY PNC -VAT THINE OF DRILLING Not Encountered NOTES - AT END OF DRILLING Not Encountered ihh lop is a part of a report byCmatstnne Earth Group, ardshould = be used as a slend•alone document Th•s daswtption applies only la the looatim of the S � F 0 UNDRAINED SHEAR STRENGTH, � evIomtion at the time of da6np, subsurface condf ons may differ at other locations and may ch pe al ff.location FOh Bme. The desalp5m presented h a m NM 9 Z ~ Z W U Q HAND PENETROMETER OOJ aimpgoetiao of actual conditions encountomd. Transitions betwoen sail types may be pmduaL o w 2 Ja Z Z Q ... a A TORVANE .Q ¢ o � y z ¢ n ? O a W z� g u77" 0 UNCONFINED COMPRESSION w m n Z co w �• _ ri ga x z a UNCONSOLIDATED-UNDRAINED A DESCRIPTION O � TRIAxIAt 1.0 20 3.0 4.0 0 2 inches asphalt over inches aggregate / `base -------=----------1 Sandy Lean Clay (CL) 16 MG16 105 1e Q very stiff, moist, brown to dark brown, fine sand, some coarse sand, some fine gravel, low to moderate plasticity 14 MG213 100 16 5 Clayey Sand with Gravel (SC) loose, moist, brown, fine to coarse sand, fine s ""O3B so s to coarse gravel Sandy Dean ClaywithGravel (CL) medium stiff, moist, fine subangular gravel, 12 MC-48 118 10 10 low to moderate plasticity i___ ___ Clayey Sand with Gravel (SC) — medium dense to dense, moist, brown, fine to coarse sand, fine to coarse subangular to subround gravel sandstone inclusions 37 MG58 6 15 reddish brown, fine to coarse sand, fine to 47 116 7 .20 coarse gravel 50 5" 13 MG7B 124 B Bottom of Boring at 24.5 feet. 25 30 35 BORING NUMBER IT-1 O R N E TONE . PAGE 1 OF 1 '` CORNERSTONE PROJECT NAME _ 125 San Tomas Aquino EARTH , GROUP PROJECT NUMBER 489-1-2 PROJECT LOCATION Campbell, CA DATE STARTED 11/23/11 DATE COMPLETED 11/23/11 GROUND ELEVATION BORING DEPTH 5.5 ft. DRILLING CONTRACTOR Exploration Geoservices, Inc LATITUDE LONGITUDE DRILLING METHOD 8 inch Hollow Stem Auger GROUND WATER LEVELS: LOGGED BY SEF - AT TIME OF DRILLING Not Encountered NOTES T- AT END OF DRILLING Not Encountered rots lop Is a part of o report m by Coename Earth croup, and should rat be used as e stand-alone document. This deacriplion applies ony to the location of the eYplora0on Uie time drtil(r� SubsurfacewMitions o^ m ¢ O UNDRAINED SHEAR ksf STRENGTH, Z J at of may differ at otherlaeaBons and may change at this location with time. The dowrlption p,•aserded is a o m (? J 0 Z in j 0 HAND PENETROMETER O Z (Q slmpli cation of acWal conditions encountered. Transitions between sad types may be gradual. °u ' 5 k K Z a W N m` Zz a❑ t- U a O O U y a g � 70RVANE w p oco ¢ Zit U w ®UNCONFINED COMPRESSION z A O Z ® LIDATED-l1NDRAINED p' pa ®ESCPJPTION a TRIRIAXIAL 0.t)- 3 inches asphalt over 3 inches aggregate 0 2.0 3.0 4.0 base --------------------- Sandy Lean Clay (CL) hard to very stiff, moist, dark brown, fine sand, trace coarse sand, trace fine subangular to subround gravel, low plasticity 26 Mc �55 25 i S S 12 Mac 99 18 see attached for hyraulic conductivity results; IT-1 @ 3.5' i i t 12 Mc 5.0 i Bottom of Boring at 5.5 feet. 7.5 10.0 BORING NUMBER IT-2 PAGE 1 OF 1 CORINE RSTONE OCO EARTH UP PROJECT NAME 125 San Tomas Aquino A TH GROUP PROJECT NUMBER 489-1-2 PROJECT LOCATION Campbell, CA DATE STARTED 11123111 DATE COMPLETED 11/23/11 GROUND ELEVATION BORING DEPTH 8 ft. DRILLING CONTRACTOR Exploration Geoservices, Inc LATITUDE LONGITUDE DRILLNG METHOD 8 inch Hollow Stem Auger GROUND WATER LEVELS: LOGGED BY SEF 7-AT TIME OF DRILLING Not Encountered NOTES .- AT END OF DRILLING Not Encountered This log is b part of a report by Cemerstone Earth Group, and should nat he used as a stand -atone dacumera. This descriptlon applies ony to the location of me a ¢ i-. o (� UNDRAINED SHEAR STRENGTH, ksf Z -u exploration at tha6meoidn19 Subsurface conditions may rLBer at other locations ar>d may change et M Ior. 41h time. The descdpbon presented is a mo t= � w g = _U' w '� � X LLI W N Q HAND PENETROMETER O slmpllhcallon of actual conditions encountered. Trarakoa beh✓ rt sdl types may be gradual. S W ] . z �tr S u 240 z Q w a m TORVANE a p n y za =Wz z$ wW UNCONFINED COMPRESSION w z Z � 0 0 a z ® URNCCOONASOUDATEDd1NDRAINED DESCRIPTION a 1.0 2.0 &0 a.0 0.0 0 3 inches asphalt over 5 inches aggregate base ?'S ___________ Sandy Lean Clay (CL) very stiff, moist, dark brown, fine sand, trace coarse sand, trace fine subangular to subround gravel, low plasticity 9 MC O 2.5 i 3 a c d L 6 MC C� 0 V h a Silty Sand with Gravel (SM)-------- Mc medium dense, moist, brown, fine to coarse sand, fine to coarse subangular to subround gravel i see attached for hyraulic conductivity results; IT-2 @ 6.0' 25 MGF 103 15 Bottom of Boring at 8.0 feet. 10.0 a c c W z 0 SO x W z R, BORING NUMBER IT-3 CORNERSTONE PAGE IOF1 EARTH GROUP PROJECT NAME _ 125 San Tomas Aquino PROJECT NUMBER 489-1-2 PROJECT LOCATION Campbell, CA DATE STARTED 11/23/11 DATE COMPLETED 11/23/11 GROUND ELEVATION BORING DEPTH 8 ft. DRILLING CONTRACTOR Exploration Geoservices, Inc LATITUDE LONGITUDE DRILLING METHOD 8 inch Hollow Stem Auger GROUND WATER LEVELS: LOGGED BY SEF VAT TIME OF DRILLING Not Encountered NOTES -VAT END OF DRILLING Not Encountered This log is a part of a report by Comorstone Earth Group, and should not be used as a stand-abno document ThE description applles only to the bca9on olthe e lom6on at the line of drift. Subsurface oondi6ona maydiRerat other lacata ns v a Wm 2 F Z X Z UNDRAINED SHEAR STRENGTH, kaf Z `✓ J eM they change m Ws larafion wdh &ma. The descd on pieserdsd is e simp4ficaton of a.Wal $ ozi LL9 J tL uol N Q HAND PENETROMETER 0 cond'rGom encountered. Trans na between loll types may be 9mdual. o ? _ N V) m fL In C a U y H TORVANE W o U) W z j F 06 UNCONFINED COMPRESSION W �n ° it o U) g xz a UNCONSOUDATED-UNDRAINED ®TRAxIAL 0.0 DESCRIPTION o a RI2.0 3,0 4,0 1.0 2 inches asphalt over 4 inches aggregate base --SandyLe---an Cl---ay —(CL)------------ stiff, moist, dark brown, fine sand, trace coarse sand, trace fine subangular to subround gravel, low plasticity 22 MC O 2.5 l 7 C � 10 MC i 2 Clayey Sand With Gravel (SC) 11 MC 5.0 loose, moist, dark brown, fine to coarse sand, i i fine to coarse subangular to subround gravel i 7 MC 7.5 - Bottom of Boring at 8.0 feet. 10.0 " Hydraulic Conductivity ASTM D 5084`s r r Method C: Falling Head Rising Tailwater Job No: 640-350 Boring: IT-1 Date:: 12/09/11 Ciient: Cornerstone Earth Group Sample: C By: MD/PJ. Project: 125 San Thomas Aquino - 489-1-2 Depth, ft.: 3.5' Remolded. - Visual Classification: Brown CLAY w/ Sand @Aax`Sample Pressures, psi: B: = >0.95 ("B" is an'indicatioh of saturation) Cell: Bottom Top Avg. Sigma3 Max Hydraulic Gradient: = 32 53.5 49.5 47.5 5 Date Minutes Head, (in) K,cm/sec 12/612011 0.00 51.69 Start of Test 12/6/2011 10.50 48.89 7.1 E-06 Q°E_os 12/6/2011 19.50 47.49 5.8E-06 12/6/201.1 48.00 44.89 3.9E-06 7.0E-00 12/6/2011 73.00 43.49 3.2E-06 12/6/2011 7.00 50.09 6.0E-06 Z e.oEae 12/6/2011 25.00 47.09 5:0E-06 5.OE 00 12/6/2011 94.00 42.29 2.9E-06 a 12/8/2011 7.00 49.69 7.6E-06 12/8/20.11 23.00 47.29 5.2E-06 1218/2011 60.00 43.89 3.7E-06 3.OE.06 12/8/2011 20.00 76.73 .2•.3E-06 2.0E-00 12/8/2011 53.00. 73:83 1.8E-06 �. 12/8/20.11 114:00 69.33 1.6E-06 '.OE.06 12/8/2011 304:00 58.63 1.3E-06 0 100 zoo 300 400 Time, min. .. p,€.. z Average Hydraulic Conductivity: See Below cm/sec y t Sample Data: Initial As -Received Final (At -Test) Height, in 2.5.1 2.47 Diameter, In 2.39 2.89 Area, in2 4.50 4.49 Volume in3 11.30 11.08 Total Volume, cc 185.1 181.5 Volume Solids, cc 108.5 108.5 Volume Voids, cc 76.6 73.0 Void Ratio 0.7 0.7 Total -Porosity, % 41.4 40.2 Air -Filled Porosity (0a),%a. 12.5 1.5 Water -Filled Porosity (8w),%o 28.9 38.7 Saturation, % 69.8 96.3 Specific Gravity 2.70 Assumed 2.70 Wet. Weight, 'gm 346:5 363.3 Dry Weight, gm 293.1 293.1 Tare, gm 0.00 0:00 Moisture, % 18.2 24.0 Wet Bulk Density, pcf 116.8 124.9 Dry Bulk Density, pcf 98.8 100.7 Wet Bulk Dens.pb, (gicm) 1.87 2.00 Dry Bulk _Dens.pb, (glcm) 1.58 1,61 Remarks: Test terminated at client's request. The measured permeability is between 7X10-6 and 1X10-6 cm/sec. Hydraulic Conductivity ASTM D 5084 Method C: Falling Head Rising Tailwater. , Job No: 640-350 Boring: IT-2� Date: 12/09/11 _ Client: Cornerstone Earth Group Sample: F By: MD/PJ Project: 125 San Thomas Aquino Depth, ft.: 6' Remolded: Visual Classification: Brown Silty SAND Max Sample Pressures, psi: B: = >0.95 ("B" Is an Indication of saturation) cell: Bottom Top Avg.Sigma3 Max Hydraulic Gradient: = 4 84 79 Date Minutes Head, (in) K,cm/sec 12/5/2011 0.00 27.00 Start of Test 12/5/201 1 1.00 15.40 9.1 E-04 12/5/2011 3.00 4.60 9.6E-04 12/5/2011 4.00 2.50 9.7E-04-- 12/5/2011 1.00 15.20 9.3E-04 12/5/2011 2.00 8.00 9.9E-04 a - d o. 4.0E-0i USU -_.. I IA104 i 1 2 3 .4 5 0 _._._ 1.E-03 Time, min. Average Hydraulic Conductivity: cmisec .,,. Sample Data: Initial (As -Received) Final (At -Test) Height, in 2,50 2.50 Diameter, in 2.42 2.42 Area, in2 4.60 4.60 Volume in3 11;50 11.50 Total Volume, cc 188.4 188.4 Volume Solids, cc 115.3 115.3 Volume Voids, cc 73.2 73,2 Void Ratio 0.6 0.6' Total Porosity, % 38.8 38.8 Air -Filled Porosity (ea),% 14.0 0.0 Water -Filled Porosity (ew),% 24.8 38.8 Saturation, % 64.0 99.9 Specific Gravity 2.70 Assumed 2.70 Wet Weight, gm 358.0 384.3 Dry Weight, gm 311.2 311.2 Tare, gm 0.00 0.00 Moisture, % 15.0 23.5 Wet Bulk Density, pcf 118.6 127.3 Dry Bulk Density, pcf 103.1 103.1 Wet Bulk Dens.pb, (glcm') 1.90 2.04 Dry Bulk Dens.pb, (g/cm') 1.65 1.65 Remarks: The sample slumped slightly upon release of the confining pressure so the final dimensions and associated values are approximate. The final moisture content is approximate because excess water from the pore stones drained into the sample while breaking it down. V 51 41 d C �+ 31 U) cc 2 FL 1 11 J Plasticity Index (ASTM D4318) Testing Summary I. 1 CH 1 � CL p �6 1 .. oz, OH or MH . 1 OL. r ML . ,1 s 0 10 20 30 40 80 60 70. " 80 90 100 Liquid Limit (%) N Boring No, Depth p. (ft) atdraI Water Content % Liquid Limit N Plastic Limit (%) Plastici Index Passing No. 200 N Group Name (uSCs - ASTM D2487) - - E13-1 2.0 2.1 29 16 13 Sandy Lean Clay (CL) Plasticity Index Testing Summary °'"'°"-b. lt NERST�NE 489-1-1 125 San Thomas Aquino Road, 7 EARTH GROUP Campbell, CA Figure B1 1_. :.R l R-vaue Test R� plt (Caltrans 301) .Bob No.: 640-322 Date: 08/11/11 Client: Cornerstone Earth Group Tested MD Project: 125 San Tomas Aquino - P2379 Reduced RU Sample EB-3;Bulk Checked DC Soil Type: Very Dark Brown Clayey SAND w/ Gravel Initial Moisture, 8.3% R-value by 10 Stabilorneter Expansion 40 psf Pressure Specimen Number A B C D Remarks: Exudation Pressure, psi Prepared !Height, grams Final !Hater Added, grams/cc !Height of Soil & Mold, grams Weight of Mold, grams Height After Compaction, in. Moisture Content, % Dry Density, pcf Expansion Pressure, psf Stabilometer @ 1000 Stabilometer @ 2000 Turns Displacement R-value 358 180 598 1200 1200 1200 33 57 19 3245 3193 3161 2118 2079 2096 2.41 2.521 2.3 11.3 13.5 10.0 127.2 118.0 127.4 47.3 8.6 116.1 110 136 52 3.47 F231 4.2 3.55 101 54 100 90 80 70 60 d 50 40 30 20 10 0 NExpansion re, psf i 0 100 200 300 400 500 600 Exudation Pressure, psi 1000 900 800 700 N Q 600 1 500 c 400 y C R 300 W 200 100 0 700 800 APPENDIX D Results of Corrosivity Analysis . ; r3ee�•r'rlr,,; 1Jz�: irtfi•rrsrruc•tlrrer Jdh cog i 001"On. ;i1r"ft lfyi: l?'drts�l'tlrll�,.' c o n s u r t a n t s, i n c• t urrasrnrt t:llt'ittc`iF7rt,�ulrlrirrrx August 15, 2011 Cornerstone Earth Group 1259 Oakmead Parkway Sunnyvale, California 94085 Attention: Scott E. FitinghofF, P.E., G.E. Principal Engineer Subject: Site Corrosivity Evaluation 125 San Tomas Aquino Project No. 489-1-1 Dear Scott, In accordance with your request, we have reviewed the laboratory soils data for the above referenced project site. Our evaluation of these results and our corresponding recommendations for corrosion control for the above referenced project foundations and buried site utilities are presented herein for your consideration. SOIL TESTING & ANALYSIS Soil Chemical Analysis Two (2) soil samples from the project site were chemically analyzed for corrosivity by Cooper Testing Laboratories. Each sample was analyzed for chloride and sulfate concentration, pH, resistivity at 100% saturation and moisture percentage. The test results are presented in Cooper Testing Laboratories Corrosivity Test Summary dated 8/812011. The results of the chemical analysis were as follows: Soil Laboratory Analysis With respect to bare steel or ductile iron. ** With respect to mortar coated steel 1100 Willow Pass Court, Concord, CA 94520 Tel No. 925.927.6630 Fax No. 925.927.6634 Site Corrosivity Evaluation 4 125 San Tomas Aquino. DISCUSSION Reinforced Concrete Foundations Due to the low levels of water-soluble sulfates found in these soils, there is no special requirement for sulfate resistant concrete to be used at this site. The type of cement used should be in accordance with California Building Code (CBC) for soils which have less than 0.10 percent by weight of water soluble sulfate (SO4) in soil and the minimum depth of cover for the reinforcing steel should be as specified in CBC as well. Underground Metallic Pipelines The soils at the project site are generally considered to be "corrosive" to ductile/cast iron, steel and dielectric coated steel based on the saturated resistivity measurements. Therefore, special requirements for corrosion control are required for buried metallic utilities at this site depending upon the critical nature of the piping. Pressure piping systems such as domestic and fire water should be provided with appropriate coating systems and cathodic protection, where warranted. In addition, all underground pipelines should be electrically isolated from above grade structures, reinforced concrete structures and copper lines in order to avoid potential galvanic corrosion problems. LIMITATIONS The conclusions and recommendations contained in this report are based on the information and assumptions referenced herein. AY services provided herein were performed by persons who are experienced and skilled in providing these types of services and in accordance with the standards of workmanship in this profession. No other warrantees or guarantees, expressed or implied, is provided. We thank you for the opportunity to be of service to Cornerstone Earth Group on this project and trust that you find the enclosed information satisfactory. if you have any questions or if we can be of any additional assistance, please feel free to contact us at (925) 927-6630. Respectfully submitted, J: valpyy ,la J. Darby Howard, Jr., P.E. JDFI Corrosion Consultants, Inc. Principal Brendon Hurley JDH Corrosion Consultants, Inc. Field Technician File: 11103 JDH Corrosion Consultants, Inc. 2 APPENDIX E ASFE Guidelines � otechn ical Engineering Rep -opt � Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes. Geotechnical Services Are Peplormed lop Specific Purposes, Persons, and Projects Geotechnical engineers structuretheir-services,to;meet,the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neer may not.f ulfi I I Jhe needs of a construction. contractor. or even another civil engineer..Because.each geotechnical enginee�ing.study is unique, each I eotechnical engineering report is unique; preparPH solelyfor the client. No one except you should rely on your geotechnical engineering report without first conferring withahe,geotechnical engineer who prepared it, And no one — not evenyou —should apply the report for any. purpose or project . except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did:not read it all. Do not'relyon an executive summary. Do not read selected elements only. A Geotechnical Engineering, Report is Based on A Unique Set -of Project -Specific Factors Geotechnical engineers consider a number of unique,:project-specific fac- tors when establishing the scope of a study. Typical factors include:,the client's goals, objectives; and risk management preferences; the general nature of the structure involved, its size, and: configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates otherwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, not'prepared for the specific site explored, or • completed before important project changes were made. Typical changes thatcan erode the reliability of an existing geotechnical engineering report include'those that affect: • the function of the proposed.structure,-as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, elevation, conhgurationJocation, orientation; or weight of the proposed structure; • composition of the design team pr • project ownership. As a general rule, a/ways inform, your, geotechnical engineer of project changes —even minor onesL-and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because. their reports do not consider: developments of which they were not informed. Subsurface Conditlons Can Change A geotechnical. engineering report is based on conditions that existed at the time the study was performed. Do not relyon.a geotechnical engineering reportwhose adequacy mayhaVe,been affected by: ihe'passage of time; by man-made events, such as construction on or'adjacent to the site; or by natural events, such as floods; earthquakes, or groundwater fluctuations. .Always contact the geotechnical engineer before applying the report to determine if itis still reliable: A minor amountof additional testing or, analysis could prevent major problems. Most Geotechnical Findings Ape Professional Opinions Site exploration identifies subsurface conditions only atthose"points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review -field and laboratory data and then apply their professional judgment to render, an opinion; about,subsutface conditions throughout the site. Actual subsurface conditions may differ —sometimes significantly — from those indicated in.your report: Retaining the geotechnical'engineer who developed.your report to provide construction observation is the most effective method of managing'the risks associated with unanticipated conditions. A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgmentand opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contp,actors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering.report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled "limitations" many of these provisions indicate.where geotechnical engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenviponmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenviron- mental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoenvi- ronmental information, ask your geotechnical consultant for risk manage- ment guidance. Do not rely on an environmental report prepared for someone else. Obtain Professional Assistance To Deal with Mold Diverse strategies can be applied during building design; construction, operation, and maintenance to,prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the, express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight,,by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe'mold infestations, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services per- formed in connection with the geotechnical engineer's study were designed or conducted for the purpose of mold preven- tion. Proper implementation of the recommendations conveyed in this report will not of itself be sufficient to prevent mold from growing in or on the structure involved. Rely on Youp ASFE-Member Geotechnical Engineer fop Additional Assistance Membership in ASFE/The Geoprofessional Business Association exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with.a construction project. .Confer with your ASFE-member geotechnical engineer for more information. ASFE BUSINESS ASSOCIATION 8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone; 301/5654733 Facsimile: 301/589-2017 e-mail: info@aste.org www.asfe.org Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes of scholarly research or book review. Only members ofASFE may use this document as a complement to or as an element of a geotechnical engineering report Any other firm, individual, or other enUty that so uses this document without being an ASFE member could be committing negligent or intentional (fraudulent) misrepresentatfon. IIGER01115.OMRP M •_ . �VZ ° '4 .. Date: 1 December 9, 2011 Project No.: j 489-1-2 Prepared For: Mr. Michael Fletcher ARCADIA HOMES, INC. 750 University Avenue, Suite 240 i Los Gatos, California 95032 Re: I Geotechnical Consultation Infiltration Testing & Storm Water Infiltration San Tomas Aquino Development 125 South San Tomas Aquino Road I Campbell, California lntroductiv'n, The purpose of this letter report is to present the results of our field and laboratory water infiltration testing and provide our geotechnical recommendations for storm water infiltration for the proposed project site located in Campbell, California as shown on Figure 1, Vicinity Map. As you know, we have prepared a geotechnical report titled "Geotechnical Investigation, San Tomas Aquino Road, Campbell, California" for the project dated August 24, 2011. We performed our scope of work in accordance with our proposal dated November 20, 2011. -The `Project ' The project site is located at 125 South San Tomas Aquino Road in Campbell, California as shown on Figure 2, Site Plan. The site is bounded by residential development to the west, South San Tomas Aquino Road to the east, Kirkwood Plaza to the north, and Bucknall Road to the south. The site is currently occupied by three single -story commercial buildings being used as auto repair shops. We understand that.residential development is currently planned for the site. The planned development will include demolishing the existing commercial buildings and constructing 25 single family residences. The residences will either be 2-story or 3-story wood/steel framed buildings founded on either slab -on -grade (post tensioned or conventional mats) or shallow spread footings. Appurtenant parking, utilities, landscaping and other improvements necessary for site development are also planned. Based on our review of Item 20 from a comment letter 1259 Oakmead Parkway f Sunnyvale CA 94085 r 408 245 4600 I F 408 245 4620 2737 North Main Street Suite 10 1 Walnut Creek, CA 94597 * 925 988 9500 1 F 925 988 9501 www cornerstoneearth.com 0 LM CORNERSTONE ® EARTH GROUP prepared by the City of Campbell dated November 1, 2011 and our discussions with the project civil engineer; we understand that a site specific infiltration rate needs to be established for the project and be used for design of the storm water treatment (Item 20.C). To meet the requirements of storm water infiltration; an infiltration trench and EcoRain tank are proposed. The purpose of these improvements is to infiltrate rain water into the subsurface soils. The project civil engineer provided a preliminary trench layout (the trench will be locate in the interior ring road, See Figure 2), dimensions, and depth based on typical "rule of thumb" estimates of infiltration rates that we previously provided; the purpose of our work is to establish a site specific design infiltration rate estimate based on field and laboratory testing to satisfy the City of Campbell comments and requirements. W.R.- . ISM. I M R I PM. R. Exploration Program Field exploration consisted of three borings drilled on July 27, 2011 with truck -mounted, hollow - stem auger drilling equipment for our previous geotechnical investigation report. The borings were drilled to depths ranging from 24'/2 to approximately 34 feet. On November 23, 2011, we drilled three shallow borings to sample the subsurface soils for laboratory testing and to perform in -situ infiltration testing. Following the completion of our borings and infiltration testing, the borings were backfilled with cement grout in accordance with local requirements. Subsurface Soil Conditions Below the surface pavements, Boring EB-1 generally encountered stiff to very stiff sandy lean clay to a depth of approximately 13'/2, feet underlain by medium dense to dense clayey sand with gravel to a depth of 25 feet. Boring EB-2 encountered undocumented fill consisting of loose silty sand and poorly -graded sand to a depth -of approximately 8 feet underlain by medium dense to dense clayey sand with gravel to the terminal depth, approximately 34 feet. The lateral extent of this fill is unknown at this time, but is likely localized within the central portion of the site. Boring EB-3 encountered very stiff sandy lean clay to a depth of approximately 5 feet, underlain by loose clayey sand with gravel to 8 feet followed by medium stiff sandy lean clay with gravel to 11 feet. Below this, we encountered medium dense to dense clayey sand with gravel to the bottom of the boring at 24'/2 feet. The logs of the borings from our previous geotechnical investigation are attached. As part of our field infiltration testing program, we drilled and logged three shallow borings (IT-1 through IT-3) at the locations shown on Figure 2, Site Plan. IT-1 and IT-3 were drilled in very close vicinity to previous borings EB-1 and EB-3, respectively. These borings encountered similar conditions as described above; logs of the borings are attached. At the completion of drilling and sampling of these borings, a perforated pipe and gravel were installed to prepare the holes for the infiltration testing. The holes were presoaked for at least 24 hours prior to performing the infiltration tests. In summary, the subsurface conditions on the southerly third of the site are predominately clayey and the northerly two-thirds of the site are predominately sandy at the proposed bottom of the infiltration trench and EcoRain tank. The estimated transition zone between the clayey and sandy portions of the site are shown on Figure 2, Site Plan. Project No. 489-1-2 Page 2 December 9, 2011 CORNERSTONE CHI EARTH GROUP Ground Water Ground water was not encountered in any of our borings during drilling. Based on our previous experience in the area, our review of ground water maps (CGS, San Jose West 7.5-Minute Quadrangle, 2002), we anticipate that the high ground water level will be on the order of 50 feet or deeper below current grades. Fluctuations in ground water levels occur due to many factors including seasonal fluctuation, underground drainage patterns, regional fluctuations, and other factors. Soil Permeability and Ground Water Infiltration Testing As discussed in the subsurface soil conditions, the planned improvement areas are generally underlain by alluvial deposits consisting of clayey and sandy soils. We understand the feasibility of installing site storm water drainage and surface water runoff infiltration systems is being considered including self-contained devices such as infiltration tests and EcoRain Tank. To estimate the approximate percolation rate for soils encountered in the proposed underground percolation system, we performed both in -situ field percolation and laboratory hydraulic conductivity testing. Both field and lab results are tabulated in Table 1. . Table 1: Summary of Interpreted Field and Laboratory Test Results Location/Depth (ft) In -Situ Field Percolation Laboratory Hydraulic Test' Conductivity Test 2 IT-1 1 t/z{mlda Y);' 1'%10 to %4 m/da (.. . . Y) IT-2 5 to 7 (in/hour) 1.3 (in/hour) IT=3 Note: 1 — values shown is the cumulative average for the entire boring depth 2 — hydraulic conductivity results are interpolated using the entire soil stratum Results of the percolation tests indicate the subsurface soil is highly variable with poor to good permeability. We also performed two laboratory hydraulic conductivity tests on samples retrieved from Borings IT-1 and IT-3. These tests were to estimate permeability of soils at those depths and for correlation with our in -situ field data. Reliability of Field and Laboratory Test Data Test results may not be truly indicative of the in -situ permeability of the subsurface soils conditions. In addition, other factors including stratifications, heterogeneous soil deposits, overburden stress, depth to ground water, and other factors that can influence permeability results. Recommendations provided below have taken various factors including engineering judgment into consideration based on the planned infiltration systems. Project No. 489-1-2 Page 3 December 9, 2011 LC CORNERSTONE EARTH GROUP �I�1,ioANn[0�-fir.tar®�atu.�•laetso[ae�®raQuo,nti-�ai Based on our borings and test results, both clayey and sandy soils are located at the bottom of the proposed infiltration systems. Our estimate of the lateral distribution of these soil types is shown on Figure 2, Site Plan. Based on our engineering judgment, the subsurface soil conditions appear more favorable for storm water and subsurface infiltration below a depth of approximately 5 feet in the northern two-thirds of the site and 13 feet in the southern third of the site. We recommend the percolation system be at least that deep to infiltrate those higher permeability soil strata. Borings performed for our previous geotechnical investigation and this investigation encountered predominately clayey in the upper 10 feet of the soils for the southern third of the site. The clayey soils typically have very low vertical permeability (recommended design infiltration) rate on the order of approximately 1/2-inch per day. To improve the infiltration rate in the area, 24-inch diameter or greater drilled holes can be excavated in the bottom of the trench into the underlying clayey sands with gravel (see log for EB-1). Based on our borings, we would recommend that the drilled holes extend to at least 15 feet below current grades. We recommend that the drilled holes be spaced on approximately 15 feet centers. Our representative should be present to observe the borings to confirm that the anticipated soils are encountered. Borings performed for our previous geotechnical investigation and this investigation encountered predominately sandy below the upper 5 feet of the soils for the northern two-thirds of the site. The sandy soils typically have moderate to high vertical permeability (recommended design infiltration) rate on the order of approximately 3 inches/hour. As discussed, tests are performed at discrete locations and. depths. Therefore, above results can vary significantly and may not be representative over the entire site. Localized areas/depths containing higher or lower permeable materials can increase or decrease actual infiltration rates, respectively. Therefore, we recommend the potential for variations be considered when evaluating the soil infiltration capacity or performance. In addition, we recommend the project civil engineer give consideration for handling/discharging of water when the infiltration rate is not sufficient or during a large storm event. Such consideration should be to providing a perforated pipe near the top of the infiltration trench and EcoRain Tank to collect excess storm water. We also recommend subsurface water infiltration techniques, devices, and requirements are in accordance with local agencies guidelines and requirements. We recommend you contact the appropriate agencies including the Santa Clara Valley Water District for additional information and approval, as required. This letter report has been prepared for the sole use of Arcadia Homes, Inc. and their design consultant's specifically to support the design of the San Tomas Aquino Development project in Campbell, California. The opinions, conclusions, and recommendations presented in this letter report have been formulated in accordance with accepted geotechnical engineering practices that exist in Northern California at the time this letter report was prepared. No warranty, expressed or implied, is made or should be inferred. Project No. 489-1-2 1 Page 4 December 9, 2011 CORNERSTONE EARTH GROUP We thank you for this opportunity and look forward to working with you on this important project. Should you have any questions regarding this letter report, or if we may be of further service, please contact us at your convenience. Principal Engineer DTT:SEF:sef Copies: Addressee (1 by email, 3 hard copies by mail) Ruth + Going, Inc. (1 by email) Attn: Mr. Michael Sheehy, P.E. Attachments: Figure 1 —Vicinity Map Figure 2 — Site Plan Key to Soil Log Logs of Borings EB-1 through EB-3 Logs of Borings IT-1 through IT-3 Laboratory Permeability Test Results Project No. 489-1-2 Page 5 December 9, 2011 yY1�-Latimar AV' r `Co'. - I _ I:- Iimsr=Avs =- - ,an II °, I �; I V ti II r I Lat JD I li � s ?c o tladlrse-Llr A - 11 - t ' 'a m ml Yf I y olleen Wa - Glydirrrr�in EImwoodU JI 'p I I 1, L 1 M -_ TE Ln n, - W Rlncdn-Ave - --IE P,iricon Avl �rn c .P - w o f sQ i a ty 1 n I , M;i-Mr]1ltWVQ,' a hI - _ _ a� y.__ - ._-o- - Y __ Plice-Av' C q f ---+ v - _ uokna`lt° I ri. ` I I r' I - �� �herr Ln ... ___ __ _ • -- � � yrtf � � — - I . i I i 64 1 - -- - - ti I o f7 do IVIa Salve _AVz._._ I-- - Park r r - m - e� El Quito' - - �, v I , .r John D of 'Catalpas r _.-. o f u N - r ..__. ! ._ W Rlilhloni I S F(Iorgan Perk _ o -- ¢ I' o �i K Sari ;Jose -- 5--f Gapulco:.-D� . ^ _-- -�-. i > I I Bnhhla Ave- _ m -,• 1 aylor-.Ap..—�.Im`_I I I tlJohnQlvloras Pat;Cox-Ave (_Lernu ne-WaY .- IP-a*eo -l'-- Latlo 'I--� ci�o+ �_a_nTornaIrsParh 'Valelie Dr PurduonY- =;, ca •, i- Ailey L �m Q py f a �r ' . t3udd A=r o rPvrnAve Vah-derbilt DF bi r`AiII l_ey...A, vo ' `TwglMcFarland SClecmsoAve`.. , i , �„ u r i` I Saratoga I - o! I._ -' o,'-�JI 11 1�s} ,r .t 1c�oyU� mliUell' 'i I� - Ava D �, Q w -4 i; ,hAontreal `Dr , — Q IHaiel Ara /O'ee Ave I n, - I n/t6=ba=IDr-I` i' I_La (-a--Dr TId2Ave '_ EIdT'Ave 7 Afton Ave eo, aY j j K Heston Lintla Dr p Connre Dr ca a I - J Lovel Al+a _ IVf Sunnyoski- �t AVe ]Ic r 1-Ave Aspccl Or z sis?yu� B rla r i ti _ _ •S l4 f = - ; - I7` ---Losraralua ` k Hadeigh - , M> "-,_ -- _ ' i eL P I- - -------..... r' I. I S1 - _1�� 11V' Hacienda r � N �._ _ elflWdf-Ave-I; _� -_ _ r j ` _ ` .CR-• +�Jr. r e j dale y 6 I -Ate � I 'r1 ''t 3� 1 U �oll2Atd 1p , y 7n r. l' 'Marshaff. I�rC r/e f?@ �N Pa�f I I j ,tire ac a _ f o tyBy+v „ it, hrici�r:_ Co • ri �ht0 and P we:8-2o'10 blicrosoft Cor oration and/or its su Ise rs. n All hts reserved �� - •. LOS Gatos- Vicinity Map Project Number CORNERSTONE 489-1-2 1.25 South San Tomas Aquino Road Figure Number ® E A R i H GROUP Campbell, CA Figure 1 Dale December 2011 Drawn By RRN • •�" ' ®' g 3 "� Approximate Site Boundary •_ n , �I Proposed Infiltration f -,Trench (5'to W to bottom) S , t I *,Estimated IT Design Average._:. IT- r Infiltration Rate = 3 in/hr I - -:_;•: f --?—� ? I �„� Proposed Eco Rain_ - Estimated Design Averaget-. -I a, Tank (7' to bottom) 1 y /d Infiltration Rate - /z in/day'. I _ b, Legend EB-1 rA-, Approximate location of exploratory boring b �='. r`:.®.■"—ram . - . IT-1 ! _ Approximate location of borehole infiltration test Site Plan CORNERSTONE C 125 South San Tomas Aquino Road ® EARTH GROUP Campbell, CA Project Number Figure Number 489-1-2 Figure 2 Date Drawn 8y December 2011 RRN UNIFIED SOIL CLASSIFICATION (ASTIVI D-2487-98) MATERIAL CRITERIA FOR ASSIGNING SOIL GROUP NAMES GROUP SYMBOL SOIL GROUP NAMES & LEGEND TYPES GRAVELS CLEAN GRAVELS Cu>4 AND 1 <Cc<3 GW WELL -GRADED GRAVEL • Cu>4 AND 1>Cc>3 GP POORLY -GRADED GRAVEL U) >50% OF COARSE <5% FINES O z FRACTION RETAINED o 1n O w ON NO 4. SIEVE GRAVELS WITH FINES FINES CLASSIFY AS ML OR CL GM SILTY GRAVEL ° o oo w w FINES CLASSIFY ASCLORCH GC CLAYEY GRAVEL w zzCf) >12%FINES Q o IX O Ir CD N SANDS Cu>6AND 1<Cc<3 SW WELL -GRADED SAND uwi O � o z CLEAN SANDS <5% FINES Cu>6AND 1>Cc>3 SP POORLY -GRADED SAND ¢O n >50% OF COARSE PINES CLASSIFYAS ML OR CL SM SILTYSAND v FRACTION PASSES ON NO 4. SIEVE SANDS AND FINES FINES CLASSIFY ASCLORCH SC CLAYEY SAND >12%FINES SILTS AND CLAYS PI>7AND PLOTS>'A'LINE CL LEAN CLAY Cl) INORGANIC o w LIQUID LIMIT<50 PI>4AND PLOTS<'A'LINE MIL SILT rnww ORGANIC LL(oven dried)/LL(not dried)<0.75 OL ORGANIC CLAY OR SILT — zW U) ag CD SILTS AND CLAYS PI PLOTS>'A' LINE CH FAT CLAY C7 O INORGANIC dj z A z LIQUID LIMIT>50 PI PLOTS <"A" LINE MH ELASTIC SILT ORGANIC LL(oven dried)/LL(not dried)<0.75 OH ORGANIC CLAY OR SILT HIGHLY ORGANIC SOILS PRIMARILY ORGANIC MATTER, DARK IN COLOR, AND ORGANIC ODOR PT PEAT CAMPLER TYPES OTHER MATERIAL SYMBOLS Poody-Graded Sand Sand with Clay Clayey Sand Silt Sandy Silt Well Graded Gravelly Sand >00 Artificial/Undocumented Fill Gravelly Silt Poorly -Graded Gravelly Sand Asphalt 0' •. ''. Topsoil Boulders and Cobble Well -Graded Gravel • with Clay Well -Graded Gravel ° with Silt 80 70 60 w 50 z z 40 U y 30 5 ° 20 10 0 ® SPT , Shelby Tube ® Modified California (2.5" I.D.) No Recovery HRock Core © Grab Sample ADDITIONAL TESTS CA - CHEMICALANALYSIS (CORROSIVITY) PI - PLASTICITY INDEX CD - CONSOLIDATED DRAINED TRIAXIAL SW SWELL TEST CN - CONSOLIDATION TC - CYCLIC TRIAXIAL CU - CONSOLIDATED UNDRAINED TRIAXIAL TV - TORVANE SHEAR IDS - DIRECT SHEAR UC - UNCONFINED COMPRESSION PP - POCKET PENETROMETER (TSF) (1.5) - (WITH SHEAR STRENGTH (3.0) - (WITH SHEAR STRENGTH IN KSF) _ IN KSF) RV - R-VALUE UU UNCONSOLIDATED SA - SIEVE ANALYSIS: %PASSING _ UNDRAINED TRIAXIAL #200 SIEVE PLASTICITY CHART T - WATER LEVEL PENETRATION RESISTANCE (RECORDED AS BLOWS I FOOT) SAND 8 GRAVEL SILT 8 CLAY RELATIVE DENSITY BLOWS/FOOT• CONSISTENCY BLOWS/FOOT' STRENGTH" (KSF) VERY LOOSE 0-4 VERY SOFT 0-2 0-0.25 LOOSE 4-10 SOFT 2-4 0.25-0.5 MEDIUM DENSE 10-30 MEDIUM STIFF 4-8 0.5-1.0 DENSE 30-50 STIFF 8-15 1.0-2.0 VERY DENSE OVER 50 VERY STIFF 15 - 30 2.0 - 4.0 HARD OVER 30 OVER 4.0 NUMBER OF BLOWS OF 140 LB HAMMER FALLING 30 INCHES TO DRIVE A 2 INCH O.D. (1-3/8 INCH I.D.) SPLIT -BARREL SAMPLER THE LAST 12 INCHES OF AN 18-INCH DRIVE (ASTM-1586 STANDARD PENETRATION TEST). 0 1) 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9" &DRAIO& SAIEAR S11312N& IN KIP9/SQ9FTAS DETERMINED BY LABORATORY LIQUID LIMIT (%) TESTING OR APPROXIMATED BY THE STANDARD PENETRATION TEST, POCKET PENETROMETER, TORVANE, OR VISUAL OBSERVATION. CORNERSTONE LEGEND TO SOIL Figure Number cm EARTH GROUP DESCRIPTIONS A-1 BORING NUMBER EB-1 PAGE 10F1 EMSCORNERSTONE EARTH GROUP PROJECT NAME 125 San Tomas Aquino PROJECT NUMBER 489-1-1 PROJECT LOCATION Campbell, CA DATE STARTED 7/27/11 DATE COMPLETED 7/27/11 GROUND ELEVATION BORING DEPTH 25 ft. DRILLING CONTRACTOR Exploration Geoservices Inc LATITUDE LONGITUDE DRILLING METHOD Mobile B-40 8 inch Hollow -Stem Auger GROUND WATER LEVELS: LOGGED BY PNC Q AT TIME OF DRILLING Not Encountered NOTES 1 AT END OF DRILLING Not Encountered This log is apart of a report by Cornerstone Earth Group, and should not be used as o UNDRAI NED SHEAR STRENGTH, a stantl-alone document. This description applies only to the location of the e loration at the time of drillin Subsurface conditions ma differ al other locations >p g y w `yam°. W in = C� L Z to >C C) Z In w ksf O HAND PENETROMETER Z and may change at this location with time. The description presented is a simplification of actual conditions encountered. Transitions between sag types maybe o ` y W 7 2' F- Q Z p Z N W Q — O = m gradual. c o. a Z o f- U D L) a o r TORVANE w } U) y; ¢ Q to j a ¢ 0 Z U w `� UNCONFINED COMPRESSION � W ❑ o m a W a Y� 7 F- rn V o tr z UNCONSOLIDATED DESCRIPTION Z g a rRlo IAL20 3.0 a.o 0 2'/2 inches asphalt over 4 inches aggregate `ase------------------J MG1B 99 21 13 O Sandy Lean Clay (CL) 6 stiff to very stiff, moist, grayish brown to brown, fine sand, trace coarse sand, trace fine subround gravel, low plasticity 15 MC.2B 109 16 5 Liquid Limit = 29, Plastic Limit = 16 8 MG-3B 106 15 16 MC-4B 108 14 I 10 ---------------------- Clayey Sand with Gravel (SC) medium dense to dense, moist, brown, fine to >4.5 coarse sand, fine to coarse subangular to 35 Mase 113 s O 15 subround gravel 64 Mc -se 123 6 20 50 5" MG7B 129 6 25 Bottom of Boring at 25.0 feet. 30 35 BORING NUMBER EB-2 PAGE,OF1 CORNERSTON [CDR®UP PROJECT NAME 125 San Tomas Aquino EARTH GROUP PROJECT NUMBER 489-1-1 PROJECT LOCATION Campbell CA DATE STARTED 7/27/11 DATE COMPLETED 7/27/11 GROUND ELEVATION BORING DEPTH 33.9 ft. DRILLING CONTRACTOR Exploration Geoservices, Inc LATITUDE LONGITUDE DRILLING METHOD Mobile B-40 8 inch Hollow -Stem Auger GROUND WATER LEVELS: LOGGED BY PNC -V— AT TIME OF DRILLING Not Encountered NOTES TAT END OF DRILLING Not Encountered This log is apart of a report by Comerstone Earth Group, and should not be used as F o O UNDRAINED SHEAR STRENGTH, r a stand-alone document. This description applies only[o the location of the e loration at the time of drillin Subsurface conditions may differ at other locations presented is W 2 F- 2 C- Z F X Q Z j ksf Q HAND PENETROMETER Z -u and maychange at this location with time. The description a simplification of actual conditions encountered. Transitions between soil types maybe ` o o'— W � W 3 Z N a to O = m gradual. c I Z <ZZ LL aH O o 0 TORVANE zWU LU w `� • UNCONFINED COMPRESSION w w a =DO tr Z UNCONSOLIDATED-UNDRAINED Ak DESCRIPTION Z 0 a 1.l0 1AL2.0 3.0 4.0 0 2 inches asphalt over 4Yz inches aggegate `ase-----------------J Silty Sand—(SM) [Fill] 11 MG1B 95 15 kloose, moist, brown, fine sand --�/ Poorly Graded Sand with Silt (SP-SM) [Fill] 14 MG213 4 loose, moist, fine to coarse sand, some 5 subangular to subround gravels 11 SPT-3 5 7 SPT-4 4 ---------------------- Lean Clay (CL) ---------------------- Clayey Sand with Gravel (SC) 35 MG58 7 10 medium dense to dense, moist, brown, fine to coarse sand, fine to coarse subangular to subround gravel 29 MG6B 127 8 15 46 MG7B 124 6 20 50 4" Mc -BB 125 8 25 some sandstone inclusions 80 MG9B 121 8 30 50 5„ MC-10 Bottom of Boring at 33.9 feet. 35 BORING NUMBER EB-3 PAGE 1 OF 1 CORNERSTONE 0CM EARTH GROUP PROJECT NAME 125 San Tomas Aquino PROJECT NUMBER 489-1-1 PROJECT LOCATION Campbell CA DATE STARTED 7/27/11 DATE COMPLETED 7/27111 GROUND ELEVATION BORING DEPTH 24.5 ft. DRILLING CONTRACTOR Exploration Geoservices Inc LATITUDE LONGITUDE DRILLING METHOD Mobile B-40 8 inch Hollow -Stem Auger GROUND WATER LEVELS: LOGGED BY PNC -VAT TIME OF DRILLING Not Encountered NOTES T AT END OF DRILLING Not Encountered This log is a part of a report by Cornerstone Earth Group, and should not be used as U` UNDRAINED SHEAR STRENGTH, a stand-alone document. This description applies only to the location of the e loration at the time of drilling. Subsurface conditions may differ al other locations presented o W F- = P F- Z X W Z to j ksf O HAND PENETROMETER Z and may change at this location with time. The description is a simplification of actual conditions encountered. Transitions between soil types may be ` o W ❑ lL J FW- QQ Z Z S uJ O = m gradual. _ j a a Z ❑ I_- U ? 00 t.- o H TORVANE j w oN mm 3a¢Da LLJ " UNCONFINED COMPRESSION w W a L'iZ F- fin � Z - UNCONSOLIDATED-UNDRAINED DESCRIPTION Z ❑ a a TRIO IAL20 3.0 4.0 0 2 inches asphalt over 4 inches aggregate base �---------------------1 18 0 Sandy Lean Clay (CL) 16 Mc-IB 105 very stiff, moist, brown to dark brown, fine sand, some coarse sand, some fine gravel, 14 MC-2B 100 16 low to moderate plasticity 5 Clayey Sand with Gravel (SC) 9 MC•3B so 9 loose, moist, brown, fine to coarse sand, fine to coarse gravel Sandy Lean Clay with Gravel (CL) medium stiff, moist, fine subangular gravel, 12 MC4B 118 10 10 low to moderate plasticity Clayey Sand with Gravel(SC) medium dense to dense, moist, brown, fine to coarse sand, fine to coarse subangular to subround gravel sandstone inclusions 37 Mrse s 15 ' reddish brown, fine to coarse sand, fine to 47 MC-68 116 7 20 � coarse gravel 50 5" Mo7B 124 9 25 Bottom of Boring at 24.5 feet. 30 35 a BORING NUMBER IT-1 AGE 1 OF 1 P EciCORNERSTONE EARTH®� ry PROJECT NAME 125 San Tomas Aquino n 1' PROJECT NUMBER 489-1-2 PROJECT LOCATION Campbell, CA DATE STARTED 11/23/11 DATE COMPLETED 11/23/11 GROUND ELEVATION BORING DEPTH 5.5 ft. DRILLING CONTRACTOR Exploration Geoservices, Inc LATITUDE LONGITUDE DRILLING METHOD 8 inch Hollow Stem Auger GROUND WATER LEVELS: LOGGED BY SEF �Z AT TIME OF DRILLING Not Encountered NOTES 1 AT END OF DRILLING Not Encountered This log is a part of a report by Cornerstone Earth Group, end should not be used as a O UNDRAINED SHEAR STRENGTH, `- a stand-alone document. This description applies only to the location of the e)ploration at the time of drilling. Subsurface conditions may differ at other locations u m H = !- z X 0 ? w ksf 0 HAND PENETROMETER and may change at this location with time. The description presented is a of actual conditions encountered. Transitions between soil types maybe d ii N J W t-- < z y W a O H m gmdual.ation c n Z M C3 LL � Ua O F U N F o 0 TORVANE j w Y v m 3 ¢¢ j a U w `" UNCONFINED COMPRESSION N �o m H N a Z in � z UNCONSOLIDATED-UNDRAINED w DESCRIPTION Z a a TRIAXIAL20 3.0 4.0 0.0 3 inches asphalt over 3 inches aggregate base --------------------- Sandy Lean Clay (CL) hard to very stiff, moist, dark brown, fine sand, trace coarse sand, trace fine subangular to subround gravel, low plasticity >4.5 26 MC 0 2.5 f 12 Mac 99 18 see attached for hyraulic conductivity results; IT-1 @ 3.5' 12 MC 5.0 Bottom of Boring at 5.5 feet. 7.5 10.0 BORING NUMBER IT-2 PAGE, OF 1 DCORNERSTONE O EARTH GROUP PROJECT NAME 125 San Tomas Aquino PROJECT NUMBER 489-1-2 PROJECT LOCATION Campbell CA DATE STARTED 11/23/11 DATE COMPLETED 11/23/11 GROUND ELEVATION BORING DEPTH 8 ft. DRILLING CONTRACTOR Exploration Geoservices Inc LATITUDE LONGITUDE DRILLING METHOD 8 inch Hollow Stem Auger GROUND WATER LEVELS: LOGGED BY SEF AT TIME OF DRILLING Not Encountered NOTES TAT END OF DRILLING Not Encountered This log is a part of a report by Comerstone Earth Group, and should not be used as v a (7 UNDRAINED SHEAR STRENGTH, a stand-alone document This description applies onlyto the location of the e 'PI.,atlon at the time of drlllin Subsurface conditions may INer al other IOeatiena presented oo W 2 1-- 2 (j I-: z r X WO z j ksf Q HAND PENETROMETER z -� anmay change at this location with time. The description is a simplRcaton of actual conditions encountered. Transitions between soil types may be ` o N W 7 W QZ z y Q W O gradual. ? a IL C) 3 a j 0 a o 0 TORVANE w > N m 3 ¢¢ W j ¢ LLI Z v uu `� UNCONFINED COMPRESSION W W p O 'm a W fL F F CD U o tY z UNCONSOLIDATED-UNDRAINED DESCRIPTION Z a a TRIAL 3.0 4.0 0.0 3 inches asphalt over 5 inches aggregate base .o.a --------------------- Sandy Lean Clay (CL) very stiff, moist, dark brown, fine sand, trace coarse sand, trace fine subangular to subround gravel, low plasticity 9 MC Q 2.5 I 6 MC Silty Sand with Gravel (SM) Mc medium dense, moist, brown, fine to coarse sand, fine to coarse subangular to subround gravel see attached for hyraulic conductivity results; IT-2 @ 6.0' 25 MGF 103 15 7.5 :: Bottom of Boring at 8.0 feet. 10.0 BORING NUMBER IT-3 PAGE 1 OF 1 CORNERSTONE Emi EARTH GROUP PROJECT NAME 125 San Tomas Aquino PROJECT NUMBER 489-1-2 PROJECT LOCATION Campbell CA DATE STARTED 11/23/11 DATE COMPLETED 11/23/11 GROUND ELEVATION BORING DEPTH 8 ft. DRILLING CONTRACTOR Exploration Geoservices Inc LATITUDE LONGITUDE DRILLING METHOD 8 inch Hollow Stem Auger GROUND WATER LEVELS: LOGGED BY SEF VAT TIME OF DRILLING Not Encountered NOTES TAT END OF DRILLING Not Encountered This log is apart of a report by cornerstone Earth Group, and should not be used as a U UNDRAINED SHEAR STRENGTH, a stand-alone document. This description applies onlyto the location of the emloration at the time of drilling.Subsurface conditions ma differ al other locations presented y°o 2 r- Lu H F j ksf 0 HAND PENETROMETER Z -� and may change al this locatiowth lime. The description is a simplification of actual conditions encountered. Transitions between soil types may be ai o to W 7 IL }i QZ Z N ¢ W u) O = O m g radual. m ca -u Z ao u_ HO a 0 OU n- t—o Q TORVANE j w Y - m 3 ¢ Q j a 4 Q w N UNCONFINED COMPRESSION � W O N m Z N a Z H u) K Z UNCONSOLIDATED-UNDRAINED DESCRIPTION z a .0IALz0 3.0 4.0 0.0 2 inches asphalt over 4 inches aggregate base y Lean =--Clay—(CL)------------- S—and---- stiff, moist, dark brown, fine sand, trace coarse sand, trace fine subangular to subround gravel, low plasticity 22 MC O 2.5 IQ MC Clayey Sand with Gravel (SC) 11 Mc 5.0 loose, moist, dark brown, fine to coarse sand, fine to coarse subangular to subround gravel 7 MC 7.5 Bottom of Boring at 8.0 feet. 10.0 Hydraulic Conductivity ASTM D 5084 Method C: Falling Head Rising Tailwater Job No: 640-350 Boring: IT-1 Date: 12109/11 Client: Cornerstone Earth Group Sample: C By: MD/PJ Project: 125 San Thomas Aquino - 489-1-2 Depth, ft.: 3.5' Remolded: Visual Classification: Brown CLAY w/ Sand Max Sample Pressures, psi: B: >0.95 ("B" is an indication of saturation) Cell: JBottom Top Avg. sigma3 Max Hydraulic Gradient: = 32 53.5 49.5 47.5 5 1.0E-05 9.OE-06 Date Minutes Head, (in) K,cm/sec 12/6/2011 0.00 51.69 Start of Test 12/6/2011 10.50 48.89 7.1 E-06 12/6/2011 19.50 47.49 5.8E-06 6.0E-06 12/6/2011 48.00 44.89 3.9E-06 7.0E-06 12/6/2011 73.00 43.49 3.2E-06 4-� = 12/6/2011 7.00 50.09 6.0E-06 6.OE-06 12/6/2011 25.00 47.09 5.0E-06 E 5.6E-66 12/6/2011 94.00 42.29 2.9E-06 0 12/8/2011 7.00 49.69 7.6E-06 4.0&66 12/8/2011 23.00 47.29 -5.2E-06 3.0E-06 12/8/2011 60.00 43.89 3.7E-06 12/8/2011 20.00 76.73 2.3E-06 2.0E-06 - X, 12/8/2011 53.00 73.83 1.8E-06 12/8/2011 114.00 69.33 1.6E-06 12/8/2011 304.00 58.63 1.3E-06 I.OE-06 0 100 200 Time, 300 min. 400 Average Hydraulic Conductivity: See Below cm/sec Sample Data: Initial (As -Received) Final (At -Test) Height, in 2.51 2.47 Diameter, in 2.39 2.39 Area, 1n2 .4.50 4.49 Volume in3 11.30 11.08 Total Volume, cc 185.1 181.5 Volume Solids, cc 108.5 108.5 Volume Voids, cc 76.6 73.0 Void Ratio 0.7 0.7 Total Porosity, % 41.4 40.2 Air -Filled Porosity (0a),% 12.5 1.5 Water -Filled Porosity (Ow),% Saturation, % 28.9 69.8 38.7 96.3 Specific Gravity 2.70 Assumed 2.70 Wet Weight, gm 346.5 363.3 Dry Weight, grin 293.1 293.1 Tare, gm 0.00 0.00 Moisture, % 18.2 24.0 Wet Bulk Density, pcf 116.8 124.9 Dry Bulk Density, pcf 98.8 100.7. Wet Bulk Dens.pb, (g/CM3) 1.87 2.00 Dry Bulk Dens.pb, (g/cm 3 ) 1.58 1 1.61 Remarks: Test terminated at client's request. The measured permeability is between 7X10-6 and 1X10-6 cm/sec. 7- Hydraulic Conductivity C®pER ASTM D 5084 Method C: Falling Head Rising Tailwater Job No: 640-350 Boring: IT-2 Date: 12/09/11 Client: Cornerstone Earth Group Sample: F By: MD/PJ Project: 125 San Thomas Aquino Depth, ft.: 6' Remolded: Visual Classification: Brown Silty SAND Max Sample Pressures, psi: B: = >0.95 (^B^ is an indication of saturation) Cell: Bottom Top Avg. sigma3 Max Hydraulic Gradient: = 4 84 79 79 5 ,.0E-03 9.0E414 Date Minutes Head, (in) K,cm/sec 12/5/2011 0.00 27.00 Start of Test 12/5/2011 1.00 15.40 9.1 E-04 B.OE44 12/5/2011 _ 3.00 4.60 9.6E-04 12/5/2011 4.00 2.50 9.7E-04 70E.04 12/5/2011 1.00 15.20 9.3E-04 z- 12/5/2011 2.00 8.00 9.9E-04 a B.OEI - - E 5.0E-04 - d IL 4.0E-04 3.0E-04 2.0E-04 1.0E-04 5 0 1 2 3 4 Time, min. Average Hydraulic Conductivity: 1.E-03 cm/sec .•. Sample Data: Initial (As -Received) Final (At -Test) Height, in 2.50 2.50 Diameter, in 2.42 2.42 Area, in2 4.60 4.60 Volume in3 11.50 11.50 Total Volume, cc 188.4 188.4 Volume Solids, cc 115.3 115.3 Volume Voids, cc 73.2 73.2 Void Ratio 0.6 0.6 Total Porosity, % 38.8 38.8 Air -Filled Porosity (9a),% 14.0 0.0 Water -Filled Porosity (8w),% 24.8 38.8 Saturation, % 64.0 99.9 Specific Gravity 2.70 Assumed 2.70 Wet Weight, gm 358.0 384.3 Dry Weight, gm 311.2 311.2 Tare, gm 0.00 0.00 Moisture, % 15.0 23.5 Wet Bulk Density, pcf 118.6 127.3 Dry Bulk Density, pcf 103.1 103.1 Wet Bulk Dens.pb, (g/cm3) 1.90 2.04 Dry Bulk Dens.pb, (glcm3) 1.65 1.65 The sample slumped slightly upon release of the confining pressure so the final dimensions and associated Remarks: values are approximate. The final moisture content is approximate because excess water from the pore stones drained into the sample while breaking it down. • t i CITY OF CAMPBELL ), DEPARTMENT OF PUBLIC WORKS =" ENGINEERING DIVISION i 70 North First Street, Campbell, CA 95008 / Ph. (408) 866-2150 ; Fx. (408) 376-0958 CHECKLIST FOR OIL -SITE GRADING AND ®RA.INAGE APPLICATION NO(S): a. K ADDRESS: 125 South San Tomas Aquino Road.`�' fit"a Instructions; This checklist provides advance notification to applicants of the City of Campbell's final on -site grading and drainage plate/ , and submittal requirements. Using this checklist will expedite your application through the City'sreview process. Prior to submitting a final on -site grading and drainage plan list to the City Engineer, please place an °X" in the box indicating that you have complied or that the particular item does not apply. Review applicable sections, which are referenced in parentheses, before checking off each item. SEAL AND SIGNATURE OF ENGINEER OF WORK I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT ! HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT, AND COMPLETION OF THIS CHECKLIST, AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSION CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. _ Signature Date Printed Name: Michael C. Sheehy I RCE#: 29693 Expiration Date: 03-31-15 j .ITEMS I. GENERAL COMPLY NOTAPPLY 1. ❑ [�+s atld 7 e iitlsh t with applicable.n tss OK ❑ N/A 2. 24 X36° sheet size used, includingl(flity, %a ,etar ❑Xj OK ❑ N/A �irSAaniiRTr phi of a ClHey!?BanrSheet - 3. Title Block/Scale/IVorth Arrow Shown. rj OK ❑ N/A V4. Plans must be clearly readable before and after n OK ❑ N/A microfilm reproductions. �: Engineer's name, number, expiration date and PJZ OK ❑ WA signature included on all sheets. V6. OK Vicinity Map shown (must be microfilmable). � ❑ N/A VJ�7. Sheet Index and key map included for 3 or more � OK �` N/A sheets. �, Cross sections as needed for clarity. X pK ❑ N/A 1V9. All adjacent streets labeled correctly. G OK ❑ N/A J10. Reference to City benchmark. OK C N/A CITY COMMENTS ua.l1'. be re u i rcd, alkit,04 V _. Pagel of t= COMPLY NOT APPLY CITY COMMENTS 43. Sheet flow across public property will not be allowed. r?-5j OK E] N/A U Runoff from impervious areas should be channeled to pervious areas. Direction of flow from impervious to OK r. N/A a/�/�nr..r o.c 17I'�%G�; areas shown. pervious 35. Amount of proposed pervious area and proposed OK r N/A impervious area (in square feet). 36. Drainage calculations using the numeric sizing OK N/A criteria, if applicable. 37. Calculations sizing the selected BMP based on results FX�—j OK ❑ N/A from the numeric sizing criteria, if applicable. 38. Dimensions, cross sections and slopes, if r OK G N/A applicable, of the selected BMP to treat the site shown. 39. Vegetated drainage swales, filter strips and/or other ❑ OK OK treatmerrt devices shall be designed to store runoff and drain when at capacity. Elevations of Swale features (i.e. top ofswale, basin of Swale, top of overflow grate, etc) shown. IV. NOTES 40. City of Campbell GENERAL GRADING AND DRAINAGE [1 OK C( N/A NOTES are included on the plans. V. SEAL OF ENGINEER OF WORK 41. Seal of Engineer of Work shown on plans as follows: U OK C N/A SEAL OF ENGINEER OF WORK: I hereby declare that I am the Engineer of Work for this project, that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with current standards. The design shown hereon is necessary and reasonable and does not restrict any historic drainage flows from adjacent properties nor increase drainage to adjacent properties. 1 understand that the check of project drawings and specifications by the City of Campbell is confined to a review only and does not relieve me, as Engineer of Work, of my responsibilities for project design. Engineer of Work Name, P.E. Date (Firm Name) (Firm Address) (Firm Telephone) RCE# Expiration Date: .1-WORMS\TemplateALand Development\Grading & Drainage\Checklist foron-Site Grading and Drainage STATIC form1pdf Page 3 of 3 Rev.07111 CITY OF CAMPBELL The Submittal / Plans are: COPY: 70 North First Street ❑ APPROVED ❑ Applicant(s) Campbell, CA 95008 ❑ APPROVED WITH CONDITIONS ❑ Planning Department Phone: (408) 866 — 2166 ® NOT APPROVED — SEE COMMENTS ® P.W. / Engineering Fax: (408) 376 — 0958 ❑ OTHER I DEPARTMENT OF PUBLIC WORKS I MAP CHECK PROPERTY ADDRESS: 125 San Tomas Aquino Road PROJECT DESCRIPTION: Residential Subdivision, 1st Review On -site Grading & Drainage Plans dated 4/18/13 DATE: June 17, 2013 BY: Sophie Truong, P.E., PLS NOTE: Upon re -submittal of these documents, please include: 1. a copy of these comments 2. an itemized response letter to each item 3. the original redlined set 4. three sets of revised plans Failure to provide this may holdup the review process. Please also note that submission of these comments does not constitute acceptance of any portion of these plans. COMMENTS General: 1. Please see redlined set for additional comments. Please note that this project disturbs slightly over 2 acres. You must obtain coverage under the State General Construction Permit. A SWPPP must be prepared and an NO[ must be filed with the state using SMARTS. Provide a copy of the SWPPP and application or WDID number for City files. With next submittal, please provide the following: o Copy of the soils report by Stevens Ferrone and Bailey prepared 4/18/13, as noted in note 3, sheet 1. o Landscaping Plans o Hydrology/hydraulics Report for the storm drain system, prepared in accordance with COA # 18. o A copy of the SWPPP o Joint Trench Plans 4. The soils report prepared by Cornerstone Earth Group dated 12/9/11 (prepared for the sole purpose of evaluating percolation rates) references another report prepared by them for the site dated 8/24/11. Please provide a copy with next submittal. A soils report must be prepared evaluating subsurface conditions and soil bearing capacity, and must provide recommendations for structural sections of streets and hardscape, at minimum. 5. Provide evidence that the improvement plans have been approved by the following Agencies: Fire Department, San Jose Water Company, and West Valley Sanitation District. Page 1 of 4 CITY OF CAMPBI Sheet 1— Title: 6. Note 12: Please provide evidence that this requirement has been met. 7. Note 16: Please clearly identify which sets of plans were prepared for this project. If detailing of site work shown on the plans is detailed on a different set (such as fences and walls), please provide this set for review, and add a reference on the Civil sheets where the improvement item can be found. 8. Provide earthwork quantities on the title page. 9. Provide total disturbed area on the title page. Sheet 2 — Existing Conditions and Demolition Plan: 10. Please note that a separate demolition permit must be obtained from the City for demolition of existing structures and removal of well MW-1 (ref. COA#7, COA#15). Please coordinate with city staff regarding the requirements of the demolition permit. 11. Please note that the PG&E easement at the northeast corner of the site is labeled as "to remain" on the final map. Please clarify. 12. Identify existing drainage patterns by the use of drainage arrows on the adjacent property to the west. 13. Please note that COA # 20 allows for 3-10" diameter trees to be removed (and new tress to be installed). Please clearly identify the trees to be removed on the demolition plan. Sheets 3-4 — Grading & Drainage Plans: 14. A significant amount of elevation information is missing from the proposed plans. Please see redlined set for the type of information to be shown. 15. Please include the following: o All existing to remain or proposed easements to match the final map. o Widths of the private street to match the cross -sections and tentative map. o Grade breaks (identified by dashed lines and "GB") and ALL high points ("HP") defining drainage areas, particularly where those grading features may be indicative of the limits of self -retaining areas. o Cross -slopes on the street and on the walkways. o Slopes along the gutter flow line. o All "P" elevations below "TC" elevations to verify drainage. o Label all stairs/steps in a clear fashion identifying the number and height of the steps. o Symbols presented on this plan should match the legend presented on the title page. It is recommended to also include the relevant symbols and legend on this sheet for ease of use. o Elevations at each building corners and at each lot corners to ensure positive drainage away from structure. Please note that slopes shall be a minimum of 5% for 10' in landscaped areas or 2% for 10' in hardscape areas. o Finish grade contour lines at 1' intervals. o Walls and fences between lots, if any. Provide a detail or reference to detail/sheet number if these items are detailed on a different set (landscape, structural...) o Pad elevations. o Rim elevations for all area drains. 16. Please clearly show, by the use of sufficient spot elevations, how surface drainage is accomplished between every lot. You must clearly indicate drainage to the nearest area drains. 17. Clearly indicate the path of overland release and show arrow in legend. Page 2 of 4 " CITY OF CAMPBI 18. Provide a section through the main driveway into the subdivision to ensure that runoff wili%e contained on -site. Additionally, please show (screened ok with a reference to the off -site plans) the driveway approach. 19. Please note that all concrete walkways must be sloped to drain to adjacent landscape. No runoff is allowed off -site. Furthermore, the walkways located along the outside boundaries are within self -retaining areas and thus must drain to landscape. 20. Provide callouts for the details shown on sheet 6 such as details L, M, and N. 21. Should the symbols for the catch basins in the street match the one on the legend? The dark triangle apparently represents a drop inlet and this appears not to be the intent. 22. The screen walls along the west property line appear to have several discrepancies with detail D, Sheet 6 with respect to TW, BW, G elevations. If BW represents to the top of footing, but adjacent FG is lower, how will that work? Revise detail D or provide another detail, or revise grades in general. 23. If BW is the top of footing, and G the finish grade on your site, then there appears to be a retaining wall situation along the northerly property line. If so, clearly indicate as such and provide a complete detail for the wall and foundation system. Sheet 5 — Composite Utility Plan: 24. Provide the following information on the plans: o Rim elevations for all SSMH's and SDMH's. o Invert elevations at all major junction points along the SD system. 25. The fire hydrant on the north side is not connected to the water main. 26. There is an existing SD lateral which appears to connect no drainage appurtenance to the system. 27. Provide details (or reference City Standard Details) for the following: o Cleanouts o Roof water leaders o Area drains o SDMH /SSMH o Catch basins o Water meters o Irrigation backflow preventers o Pipe bedding 28. Check that all minimum clearances required between the different utility lines (particularly SS and W) are being met. For example, water mains should be installed 1' higher than crossing sewer mains. 29. Check all utility crossings for conflicts throughout the site, particularly near the main entrance fronting Lot B. 30. The plans do not indicate the water connection to the City's main on S. San Tomas Aquino Rd. What is the intent? Please revise plans as needed. 31. The plans do not indicate the JT connection to the various dry utilities in the street. What is the intent? Revise as needed. 32. Provide a signed letter from the soils engineer indicating runoff infiltrating into the ground from the infiltration measure will not cause damage to surrounding improvements, particularly building structures. Page 3 of 4 CITY OF CAMPBE Sheet 5 — Composite Utility Plan: 33. Section C: Final map indicates distance from PL to PL is 31.9, but section says min. 27'. Where does this occur? Please review all sections to ensure the distances shown from PL to PL match the final map. Section A is missing the PL along the outside boundary by the screen wall. 34. Please provide a structural section for the street that complies with the requirements of the soils report. 35. Please see redlined plans for comments. Sheets 7-8: NPDES Provision C.3 Comments: 36. With next submittal, please provide the "Provision C.3 Data Form" and the "Infiltration Feasibility Worksheet", both available on the City's website. 37. Self -retaining areas must be designed to detain the runoff on flat or nearly flat ground that is bermed on each side. The minimum ponding depth of 3" must be shown on plan by use of sufficient spot elevations (a single typical section is insufficient). 38. Prepare maintenance plans for treatment and infiltration measures. 39. Property Owner/HOA shall enter into a Maintenance Agreement with the City to ensure long- term maintenance and inspection by the Property Owner/HOA of stormwater site design (self - retaining) and treatment control measures according the approved Maintenance Plan(s). The Maintenance Agreement shall be made a part of the CC&Rs recorded for the property. 40. Provide a true cross-section with elevation information for the Ecorain system. Indicate top and bottom of tank, finish grade, and invert elevations and pipe diameters for all in/out piping. Sheet 9-10 — Erosion Control Plans: 41. Please note that this plan shall match the plan presented in the SWPPP. Under no circumstances shall there be 2 separate erosion control plans present on -site during construction. Landscaping Plans: (Note: Although the landscaping plans were not reviewed at this time, please ensure that the comments below are addressed before submittal.) 42. Provide evidence that the project incorporates landscaping that minimizes irrigation and runoff, promotes surface infiltration, minimizes the use of pesticides and fertilizers, and incorporates other appropriate sustainable landscaping practices such as Bay -Friendly Landscaping. Page 4 of 4 (�i'( SL ( P gly�� L� CSG CONSULTANTS, INC. LETTER OF TRANSMITTAL To: City of Campbell Date: January 15, 2014 70 North First Street Project: On -site and Off -site Improvement Plans Campbell, CA 95008 Permit No: Att: Doris Quai Hoi Job Address: 125 S San Tomas Aquino Rd, Campbell Assistant Engineer SUBJECT: 125 S San Tomas Aquino Rd, Improvement Plans PC#3 CSG# 13E-0038 We Are Sending You: Via: ❑Courier ❑Exp. Mail ❑Delivery ®Reg. Mail ❑ Attached ❑Other The Following Items: ❑ Photocopies ❑ Prints ® Plan Originals ❑ Report ❑Proposal ❑ Specifications ❑ Shop Drawings ❑ Change Order ❑ Other Maps and Deeds ® Redlined comment sheet ❑ Checklist Copies Date No. Description 1 01/15/14 On -Site Redlined Plans, comments PC #3 1 01/15/14 Off -Site Redlined Plans, comments PC#3 1 01/15/14 On -Site Redlined Plans PC #2 1 01/15/14 Off -Site Redlined Plans PC#2 These Are Transmitted As Checked Below: ❑ For signature ❑ For review and comment ❑ No exception taken ❑ For approval ❑ Returned after loan to us ® Returned for resubmittal ❑ For your use ❑ Response to proposal request ® With corrections noted ® As requested ® Plan is NOT approved ® Return to engineer/architect for corrections Remarks: Per your request, please find attached comments and redlined plans. Please feel free to contact us should you have any questions. From: 'JAB! 23 2014 Public Works _.:- 1700 South Amphlett Boulevard o P Floor 0 San Mateo 0 CA 0 94402 0 Tel (650) 522-2500 0 Fax (650) 522-2599 4- CITY OF CAMPBELL The Submittal / Plans are: COPY: 70 North First Street ❑ APPROVED ❑ Applicant(s) Campbell, CA 95008 ❑ APPROVED WITH CONDITIONS ❑ Planning Department Phone: (408) 866 — 2166 ® NOT APPROVED — SEE COMMENTS ® P.W. / Engineering Fax: (408) 376 — 0958 ❑ OTHER I DEPARTMENT OF PUBLIC WORKS I IMPROVEMENT PLAN REVIEW PROPERTY ADDRESS: 125 San Tomas Aquino Road PROJECT DESCRIPTION: Residential Subdivision, 3rd Review On -site Grading & Drainage Plans dated 12/23/13 DATE: January 15, 2014 BY: James O'Connell, E.I.T., Sophie Truong, P.E., PLS NOTE: Upon re -submittal of these documents, please! include: 1. a copy of these comments 2. an itemized response letter to each item 3. the original redlined set 4. three sets of revised plans Failure to provide this may holdup the review process. Please also note that submission of these comments does not constitute acceptance of any portion of these plans. COMMENTS General: 1. With next submittal, please provide the following: o Hydrology/hydraulics Report for the storm drain system, prepared in accordance with COA # 18. This must be made with this submittal to ensure that the sizing of all pipes and treatment measures are correct. o Provide evidence that the improvement plans have been approved by the following Agencies: Fire Department, San Jose Water Company, and West Valley Sanitation District. It is up the applicant to make separate submittals to the various governing jurisdictions and provide adequate evidence of acceptance. Sheets 3-4 — Grading & Drainage Plans: 1. Revise Note 16 to clearly identify other plans used in conjunction with this plan set. Sheets 3-4—Grading & Drainage Plans: 2. The spot elevations at the driveway entrance on San Tomas Aquino Road indicate that runoff will be directed offsite. This will not be allowed. It will be necessary to provide a grade break at this location, and it is recommended that a valley gutter be provided across the driveway to ensure that the runoff is directed to the storm drain inlet northwest of the entrance. 3. The pathways from the individual lots leading to the sidewalks on San Tomas Aquino Rd and Bucknall Road are not acceptable, as they are directing runoff offsite before being treated (even with the cross slope). It will be necessary to slope the total impervious surface of the walkways to a vegetated area or treatment facility. Revise as needed. 4. There is still elevation information missing from the proposed plans. Please see redlined set for additional required spot elevations and grading information. Pagel of 3 CITY OF CAMF___LL S. The match line is blocking several of the spot elevations, making them impossible to read. Reposition Spot elevations as needed so they are legible. 6. Please include the following: o All existing to remain or proposed easements to match the final map (Including the proposed easements to SJWC). Easements should have a callout to clearly identify the type of easement. This includes the easements across Lots A & B. o Widths of the private street to match the cross -sections and tentative map. Widths shall be included on these sheets. o Grade breaks (identified by dashed lines and "GB") and ALL high points ("HP") defining drainage areas, particularly where those grading features may be indicative of the limits of self -retaining areas. A Grade Break should occur at the driveway entrance to the subdivision at San Tomas Aquino Road. o Cross -slopes on the street and on the walkways. o Slopes along the gutter flow line. Should include a Slope Arrow and percentage of the grade. o Symbols presented on this plan should match the legend presented on the title page. It is recommended to also include the relevant symbols and legend on this sheet for ease of use. Several symbols are still not per the Legend and no supplemental legend was found. Revise as needed. o Finish grade contour lines at 1' intervals. o Walls and fences between lots, if any. Provide a detail or reference to detail/sheet number if these items are detailed on a different set (landscape, structural...) 7. The easement boundaries are not been clear enough. Provide a unique linetype, and label each easement with the width and type. This is particularly important because it is still not clear where the storm drain easements adjacent to the lots are. This information shall be provided. 8. The end of the retaining wall in the southeast corner still has not been adequately identified. Provide a callout. 9. Identify the retaining walls with a reference to the landscape plans. 10. Lot 5 still shows an encroachment in the easement area, and the area drain is shown'to be under the fence. Revise as needed. Sheet 5 —Composite Utility Plan: 11. Provide the following information on the plans: o _ Invert elevations at all major junction points along the SD system, including all tees/wyes, and crossings with the sanitary sewer system. This information shall be provided. 12. The locations of the hydrants are different than what is shown in the SJWC Plans. Revise location to be consistent, and indicate the limits of the easement. 13. Provide a note indicating the guidance criteria for the separation of water mains, and non - potable pipelines as outlined by the Department of Health. 14. Lot 5 is missing a water meter. Revise as needed. The SJWC Plans also do not show the water meter. This is likely an oversight, and it will be necessary to provide written confirmation from SJWC that this issue has been reviewed. 15. Provide a reference to the location of the water meter and back flow preventer details. 16. Indicate the symbol for the catch basins and provide a reference to the detail on Sheet 12. Page 2 of 3 CITY OF CAMPBE , Sheet 6 — Details: 17. Please see redlined plans for comments. 18. Detail K: Indicate what is provided on the bottom basin, and whether it is open with filter fabric, or capped. 19. Revise the details D & E to clearly identify the following: a. Indicate the location of the TW, BW, and G spot elevations that.are provided on the grading plans. b. Slope away from the wall. c. Wall Drainage Sheets 7-8: NPDES Provision C.3 Comments: 20. Prepare maintenance plans for treatment and infiltration measures. 21. The Location of Downspouts indicate that part of the roof areas are being directed to the "self -treating area" TCM 2 & TCM 3. The tributary areas should reflect this, and the ratio of impervious to pervious area shall be provided to ensure that the self treating area maintains the maximum 2:1 ratio of vegetated area to impervious. The location of downspouts still indicate that roof runoff is being directed to the vegetated areas. Revise the location of these downspouts, or revise the tributary areas as needed. 22. Provide a true cross-section with elevation information for the Ecorain system. Indicate top and bottom of tank, finish grade, and invert elevations and pipe diameters for all in/out piping. If Detail 1 is intended to be used for the cross-section, then it will need to be revised to provide all relevant elevation data. It will not be necessary to contact Eco-Rain, as much of the information will be taken from the grading and utility sheets. Page 3 of 3 Q G,:-SITE GRADING & DRAINAGE p GRADING AND DRAINAGE NOTES PROJECT ADDRESS: 125 SOUTH SAN TOMAS AQUINO ROAD BUILDING PERMIT NO.200= 2013 -paS38 ASSESSORS PARCEL NO.403-02-039 1. CALIFORNIA BURRING CODE ALL WORK SHALL COMPLY WITHL THE 2007 CALU'DRNIA BUILDING CODE 2. OS.HA. REGULATIONS ALL WORK SHALL HH PERPDRMBDINACCORDANCH WITH APPLICABLE OSHA. REGULATIONS. - C�,DI VS 17�QOIff 3. EEOT UER OF WO (SOILS) REPORT TIM TNEBNOA'JEC APRIL (1i1TV( nA'+ FEROW& RRECOMFUED GEOTECHASDESIONEDREd9RT PREPTOCOMSLY 1 IN1}Ie P207EC[GEOTELi[MCAL(SOIIS)REPORT PRE�AR®HY STEVENSD4VENS PERRONBkBAILEY,DATED ARO1. 18, 2013, "FI ( IS PRO)ECPNO.168-55. °�E 4. SPECIFICATIONS AND OBSERVATIONS (AyuN16- _g ALLORADLNGANDDRAINAGE WORKSKW.L.CONFIRM T/APPROVEDSPP.CIF7CATIONS PRESENTED HEREON. AL.LORADIiG WORKSHALLREOBSERVED AND APPROVED BYTHE SODS ENGINEER OR ENGINEER OFWORK D� IO IO(II� 1" THE SOILS ENGINEEUENGINEEt OF WORK AND CITY(866.2I50) SHALLBHNOIIHm ATLPAST49 HOURS BEJORR BEGINNING ANY GRADING. UNAPPROVED ORADINOWORK SHALL BE REMOVED AND REPLACED UNDEROMERVATION. OIL S.NATIONAL POLLUTION DISCHARCE Ii1,RHNATION SYST1011q(Lj�/S� PRf OR TO ISSUANCE OA ANY GRADING OA BUEDING PERMUTE, TFEAPPUCANT SHALL COMPLY WITH THC - NATIONALPOLLUTIONDISCHARGEEIJMINATIONSYSTEM(NPDHS)PEUA'TTINOREQUWJM MANDTHR CALIFORNIA STORM WATER HESTMANAGEMENTPRACTICES HANDBOOK PREPARED BY THE STORM WATER QUALTIYTASKF40RM SANTACLARA VALILY WATER DISTRICT ANDTHH CITYOF CAMPBELL MUNICIPAL CODEREGARDINOSMRM WAMMPOLLUHONPREVINHON. 6. LOCAL NON -POINT SOURCE ORDINANCE COMPLIANCE WTTHTNC LOCAL NONTOINT SOURCE ORDINANCE CONCERNING DISCHARGE OF MATERIALS TO THE STORM DRAINAGE SYSDIM SHALL BE T IM RESPONSIBILITY OFTHE GRADINO CONTRACTOR 7. UNDERGROUND U TIIdTIRS AND STRUCTURES THE EXISTENCE AND APPROXIMATE LOCATIONS OF UNDERGROUND UPILITIES AND STRUCTURES SHOWN ON THESE PLANS WERE DSIERM NED BY THE ENGINEER OF WORK BY SEARCHING THE AVAILABLE PUBLIC RECORDS. THEY ARE SHOWN POROENBRAL INFORMATION ONLY. THE CITY OPCAMPBELLMAKES NO CLAIMS OPTHE ACCURACY OR COMPLETENESS OFTHE INFORMATION SHOWN. IT IS THE CONTRACTORS RESPONSIBILlTYTO - VERIFY UTLLTY LOCATIONS WITH THE APPROPRIATE AGENCY THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES, STRUCTURES AND ANY OTHER IMPROVEMENTS FOUND ATTHE WORKSITE. 8. EROSION CONTROL EROSION CONTROL PLANTING AND OILER SILT RETENTION OR EROSION CONTROL MEASURES MAY BE REQUIRED IN ALL GRADED AREAS. SEE LANDSCAPE PAN. IF APPLICABLE, FOR DETAILS OF PANTING. 9. UTHJTY ELEVATION VERIFICATION THE CONTRACTOR SHALL VERIFY ALL EXISTING INVERT ELEVATIONS FOR DISCREPANCIES EXIST BETWEEN TIM ACTUALELEVATIONS AND STORM DRAIN CONSTRUCTION PRIORTO ANY SITE WORK SHOULD LOCATIONS OF EXLSIINOSTORMDRAIN CONNE.CHONS AND THOSE AS SHOWN ONTHPSEPLANS, THE CONTRACTORSHAIL KO'MY 10. UTILITY CROSSINGS THE CONTRACTOR SHALL UNCOVER AND EXPOSE ALL EXISTING UTILITY, SEWER AND STORMDRAIN LU-MS WHERE THEY ARETO BB CROSSED ABOVE ORBEOW BY THH NEW FACILITY BEING CONSTRUCTED IN ORDER TO VERIFY THE GRADBAND TO ASSURE THATTHERE IS SUPFTCIENPCLEARANCE. HHORSHE SHALL CALL TREENGDaM ROP WORK REGARDING POTENTIAL CDNFLICLS BEFOREFJE D WORKBEGOM TRACT MAP NO. 10182 O� CAMP k, oP C" q�D/De�o v "h OH ARV CITY OF CAMPBELL COMMUNITY DEVELOPMENT DEPARTMENT & BUILDING DIVISION 21.GRADING RBQUIR12AENTS DRAINAGE, INCLUDING ALL ROOF AND PATIO DRAWS. SHALL BE DIRECTED AWAY PROM THE SIRUCIURE IT SHALLBE THE OWNER'S AND CONTRACTOR'S RESPONSIBILITY TO ENSURETHATTHE DRAINAGE SYSTEM FACILITIES SHOWN HEREON ARE KEPT CLEAR OF OBSTRUCTIONS AND THE CONTRACTOR SHALLRHCRADB 1-800-227-2600 AREAS THAT WILL NOT DRAIN APTERFINALGRADING. THE GROUND ADIAC'ENl'TOTHBHUR.DING SHALL y SLOPBAWAYWNEAMINIMUMSLOPHOP2%FORATIEAST5P1iBP. MINIMUM SIOPBIN ALLOIHER CASES'_ EFORE SHAIL BE NO LESS THAN 1%. Q GRADED SITE ELEVATIONS - UP ON GRACED SPPA,THE FOUNDATION SHALL IABOVE VAMM OFTHE ANYARGE STREET INT OF OR OVED INAG DEVICHE _ PUS 2 PERCENT.RG80RTEE APPROVED ALTERNATE AATIONS A TIONS.MOF 12MCH S(305MUTTER. ) DINGINLET FOPAL ELEVE APPROVEALTOFDISHELEVATIONS, PLUS2PERCENT. TTHAT RDINGED PROVE ESIT AN DRAINAGE TfX81OINTOPDISCIfARGH AND AWAY PROVIDED IT CAN G1, ONTHE1O FROM THE STRUCTUft81S PROVIDED ATALL LOGTIONS ONTHIBS[Lli U EIS PROVIDED ATHAT LOCATIONS ROUND 13. CLEAN, SAFE AND USABLBPUBLIC RIGHT-OF-WAY AND PRIVATE PROPERTY SLR THE PERMUTI'EE SHALL MALNT'AW THE STREETS, SIDEWALKS ANDALL. OTHER PUBLICRIGHISOF-WAY INA 1-60D-227-260D CLEAKSAPEANDUSABLE CONDITION. ALL SPILLS OF SOIL, ROCK ORCONSTRUCHON DEBRIS SHALLHEREMOVED FROM THE PUBLICLY OWNEDPROPERTY DURING CONSTRUC17ONANDUPONCOMPLE ION OF THE PROIPLT. ALL ADIACENT PROPERTY, PRIVATE OR PUBLIC SHALLBHMAWTAWED INA CLEAN, SAFE AND USABIFCONDITION. 14. TOPOGRAPHY SURVEY - THE AERIAL TOPOGRAPHIC SURVEY MADE BY AFRO -GEODETIC INOCTOBER 2010. SUPPLEMENTAL FIELD SURVEYS WERE MADBBY IB,DTBETWEEN JUNE 2011 AND DECEMBER2011 - 1S. TRFE REMOVAL AND PRESERVATION THIS PLAN DOES NOT APPROVE REMOVAL OPTREES. APPROPRIATETRE8 REMOVAL PERMITS AND METHOD OFTRFEPRESERVAMON SHOUID BS OBTAINED FTROMTEEMANMNG DIVSION. N F}(ERq? IFs)�iREMORE APPu[rt8ze 16 PROJECT PLANS FOR DEPAETHIS PLAN BAPART ANDDIMEISI00NSP N SA NDWALLS�Nm'A�TTOFHTF[E SAASPP.ICABLa ,�� 5, AGENCY INDEX 17. FINAL LETTER OF INSPECTION THE SOILS ENGINEER OR ENGINEER OF WORK SHALL PROVIDE FINAL LETTER OFINSPECTION ATCOMPLETION SANTA CLARA COUNTY FIRE DEPARTMENT (408) 378-4010 OFTHEGRADING. CITY OF CAMPBELL - PUBLIC WORKS (408) 866-2150 1S. GRADE EVENLY CITY OF CAMPBELL - POLICE (408) 866-2121 THE CONTRACTORSHALL GRADE EVENLY BETWEEN SPOT ELBVATIONSSHOWN. SBC TELEPHONE (408) 811-3900 PACIFIC GAS & ELECTRIC (408) 973-8980 19. APPROVAL OF PLANS SAN JOSE WATER COMPANY (408) 279-7900 APPROVAL OF THIS PLAN APPLIES ONLYTO THBEXCAVATION, PLACEMENT,AND COMPACHONOPNATORAL SANTA CLARA VALLEY WATER DISTRICT (408) 265-2600 HIS RARTHMATERLAIS. TAPPROVAL DOES NOT CONFER ANY RIGHTS OF ENTRY TO EITHER PIBLICPROFFRTY ( ) ORTHEPRIYATEPROPERTYOFOTHERS. APPROVAL OFTHDS PLANAISO DOES NOT CONSTCIUIEAPPROVAL COMCAST CABLE TELEVISION 408 452-9100 OF ANY IMPROVE16IQN7S. PROPoSIR)MMOVFMENCS ARE SUWECTTO REVIEW AND APPROVALBY THE WEST VALLEY SANITATION DISTRICT (408) 378-2407 RESPONSIBLE AUTHORITIES AND AIL OTHERRE.QUHRED PERMITS SHALLBHOBTAINED. 20. WELL LOCATIONS ALL KNOWN WELL LOCATIONS ON THE SITE HAVE BEEN INCLUDED AND SUCH WELLS SHALL BE MAINTAINED 1 26. ANY ABANDONED UNDERGROUND PIPES OR ABANDONED ACCORDING lO CURR8N1'RPGULITIONS ADMEBS718REDBYTHB SANTA CLARA VALLEY ANY ABANDONED UNDERGROUND PIPES EXPOSED DURING CONSTRUCTION SHALL BE REMOVBDI WATERDISERTCT. CALL (409)265-2600E.XTENSION382TOARRANGBPOR DISTRICT OBSERVATIONS OPALL ADIKRUATRLY PLUOOED,ORACOMIBINATION OPHO'TFIINACCORDANCH Wfl71 TFIB RBQUL2@ffi7'I'S WEL ABA)NOONME IS �(r.�p' OP THE CITY OF CAMPBELL. BUILDING DIVISION. 21. RTHWORK QUANTITIES �;��/ 27. HUMAN REMAINS EARTHWORK QUANITFIES SHOWN ON ITIESH PLANS ARE ONLY TO BE USED 70 DETERMINE HE GRADING \" IF HUMAN REMAINS ARE DISCOVERED DURING THE CONSTRUCTION, UNLESS THE: CORONER HAS PLAN REVIEW AND PERMIT FEES. NOTIFIED THE PERMITTED IN WRITING THAT THE REMAINS DISCOVERED HAVE BEEN DETERMINED Mt � NOT TO BE NATIVE AMERICAN. THB PERMITTER SHALL NOTIFY ALL PERSONS ON THE CITYS 2L ELEVATION ADJUSTMENTSM I]FIED NATIVE AMERICAN NOTIFICATION UTP LIST OF SUCHDISCOVERY. SUCH NOTCATIONSHmi.BHSENT ADNSDMENIS OF PADS OR PARKING LOT ELEVATIONS TO ACMEVB EARTHWORK BALANCE SHALL BE MADE BY FIRST CLASS U.S. MAIL WITHIN 58VPNPERMITTERTHE CORONER AND SHALL. STATE THAT 7I8 CORONER HAS BE3'I NOTEEPD IN )DAYS OP7HB DAT80N WHICH7FIB PPRIIFS NO ONLY WITH APPROVAL OA 7H0ENGINEER OP WORK AND THE CITYE IY OP CAMPBLBUII.WING DIVISION. ACCORDANACE,WrMCAIDORN-IASTATBIAW. 23. TRUCK ROUTE 28. MAINTENANCE PROCEDURES AND HIGCK HWAY 17B SHALLBE ON SANTOMTAS AQUINO ROAD. CAMIFBIULAV$SAN TOMA58XPRESSWAY, THE CONTRACTOR SHAH. ADVISE THE OWNER OF APPROPRIATE MALNCPNANCH PROCEDURES OPTHH AND HIGHWAY 17. DRAINAOESYSTEMS. 24. CONTRACTOR RFSPONSIBILTIH+S 29. DUET CONTROL THE SOILS ENGINEER AND/OR ENGINEER OF WORK WILL NOT DIRECTLY CONTROL THE PHYSICAL ACTIVITIES 2ALL EXPOSED 9.DUTCONRDISTIIRHED SOIL SURFACES SHALL BE WATERED AS NECESSARY. BUT NOT LESS THAN OP7HBOMHRACTOPWORKR OR SUBCONTRACTORS SOTRACrFTHE ONIRACTORORSUBCONIRACTORSWORSPON SCE DAILY TO CONIROLDUST. AREAS OPDIGGINGAND GRADING OPERATIONS SHALLBE CONSISTENTLY FOR WORKING HE JOBSXP.LT.CUDING SAFETY AFEW OFALL ERSONSD D PROPERTY DURING WATERED µ.A•TEREDT'O CONTROL DUST. GRADINOOROnMDUST-FRODUCINGACDVDIPSSHAU.BESUSPENDED PERFPER WORKING CONDTIWNSK. THIS REQUIREMENT SAFETYONTINUOUSLY AANDPROPERTY DURING TONORMANCEOPING WORK THIS REQIlIRBRATNT WILL APPLY CONTINUOUSLY AND NOTBE LA07YD DURING OTEE SOPFILGH lDUaNO MATERIALS RBADLBEWATE EDTHE AIR.ORCOV STOCKPILESECOSTRUcTRBRIS, SAND, OR O1HEF[DUST-PRODUCING MA7EUAIS SEANCES WATERED ORCOVERBD. IHC CONSTRUCTION 1ONORMAL WORKING HOURS. AREA AND7HE SURROUNDING SIV EELS SHALLBE SWEPT (NO WATER) AS NECESSARY, BUT KMLESS 25. NEAT AND CLEAN PREMISES TUANTWICEDALY. DURING THE PROGRESS OF THE WORK, TIM CONTRACTOR SHALL KEEP THE PREMISES OCCUPIED BY IBM INA 30, CONSTRUCTION MITIGATION MEASURE NEAT AND CLEAN CONDITION, DISPOSING OF RFIUSEINASAISPACIORY MANNER ASOFIENASDIREMF RED HOURS OP CONSIRUCDONSHAILHBIMMEED TO&DO AM TO 5:00P.M. MONDAYTHROUGH FRIDAY, AND 9.00 AM. ORAS MAYBE NECESSARY 507IAT77IBRE SHALL AT NOTES BE ANY UNSIGHTLY ACCUMULATION OP RUBBLSd TO 490 P.M. ON SATURDAY. CONSTRUCTION ACIIV73 SHED.LNOTTAKBFLACE ON SUNDAYS AND HOLIDAYS. 31. STORM DRAINAGE INLET SI'ENCHANG ALL STORM DRAINAGE RUM SHALL BE LABELED WITH STENCILS "NO DUMPING FLOWS TO BAY'. ABBREVIATIONS AB AGGREGATE BASE LOL LAYOUT LINE AC ASPHALT CONCRETE MAX MAXIMUM BC BEGIN CURVE MH MANHOLE BCR BEGIN CURB RETURN MIN MINIMUM CL CLASS OG ORIGINAL GRADE DIA DIAMETER PB PULL BOX DWY DRIVEWAY PCC PORTLAND CEMENT CONCRETE EC END CURVE PVC POLYVINYL CHLORIDE ECR _ END CURB RETURN R RADIUS ED EDGE DRAIN RCP REINFORCED CONCRETE PIPE EX EXISTING R/W RIGHT-OF-WAY FC FACE OF CURB STA STATION FG FINISH GRADE SW SIDEWALK FH FIEF HYDRANT uj� TC TOP OF CURB ENV INVER`� TEMP TEMPORARY IRR IRRIGATION TYP TYPICAL `w -rSLN -w aF 5144t5W WA4A-- (SILO SSHT 6) THESE PLANS HAVE BEEN REVIEWED AND FOUND TO BE IN SUBSPANTML CONFOEDUNCE I= THE INTENT AND PORPOER OF THB'GEYTECBNICAL EXPLORATION REPORT OX IN CA78HRD. CAVPOBNM, P807RLT NO DAZED _.-. PREFAB® BY (NAME) DATE TITLE SHEET V/ TITLE SHEET 1 TOPOGRAPHIC SURVEY AND DEMOLITION PLAN 2 ✓ GRADING AND DRAINAGE PLAN 3-4 ✓ COMPOSITE UTILITY PLAN 5 ✓ SECTIONS & DETAILS 6 STORMWATER MANAGEMENT PLAN 7 V STORMWATER MANAGEMENT NOTES & DETAILS 8 EROSION CONTROL PLAN 9 EROSION CONTROL PLAN NOTES & DETAILS 10 ✓ BLUE PRINT FOR A CLEAN BAY 11/ LEGEND 0 EXISTING PROPOSED m m SIDEWALK, .- I m m CURB AND GUTTER o m CENTER LINE rt Ct d o q PROPERTY LINE -R- -R- EDGE OF PAVEMENT DRIVEWAY PCC OR AC REMOVALn��nT,,,� STANDARD CITY MONUMENT ❑ ❑ BENCH MARK (D 0 MANHOLE (0 TORM DRAIN INLET ® ® syrvLkeJl WATER METER ❑w © 6Yl- Qk„ S VALVE FIRE HYDRANT R A STREET LIGHT^ j- POWER POLE m 0 PULL BOX EX] Im CABLE TELEVISION LINE Tv TV ELECTRICAL LINE E E IRRIGATION LINE IR IR NATURAL GAS LINE c G OVERHEAD LINE OH OH SANITARY SEWER LINE ss ss STORM DRAIN LINE SO SD TELEPHONE LINE 7 T WATER LINE w W TRAFFIC SIGNAL CONDUIT Ts TS LIGHTING CONDUIT L L ROADSIDE SIGN & SIGN CODE a R1 - R1 FENCE-K-X-X-X-X- -X-X-X-X-x- TREE/SHRUB N�6jic '�iP'78 0¢O�® ✓BENCHMARK zo,3 ELEVATION: 219.01 LOCATION: NE RETURN OF SAN TOMAS AQUINO AND CAMPBELL AVE6O� DESCRIPTION: CITY OF CAMPBELL BRASS DISK ON TC tAaM WOEV WjWT11IES: IV FA(_ JIJJV 9ZEDA =A CITY OF CAMPHELL PUBLIC WORKS DEPARTMENT CLEARANCE TIES PLAN WTJH ATIACBID DOCUMEAIH BAS HBBR IieVIBIBD POR COMPLIANCE WPH TEE CITY OP rvvc,re„ INp STATE OP CA]1PoEBA CODES AND THE CURRENT NATIONAL POTLVTANT DOCBAHGB IIODNATION 6Y8PAL (NPDE9) TZ, . TES PLAN SHAD. NOT BE CHANGED OR MOOU® 7TIHOUT 1R17E07➢ZAPION FE ffi BUdDING OF1iC1AL WORK PRR FOI EED REAT® TD THIS PLAN BHNL 8H DONE IN ACCORDANCE WITH THIS PLAN AND AIL APPLICAB lY1DE9. 7mS APPROVAL SHALL NOT BE RED TO PER= OR UNDERSTOOD AS TO BE AN APPROVAL OF A VIOIAION OF ANY CITY OR STATE TAW. BY DATE: SEAL OF ENGINEER OF (PORK: a Q I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OYHR THE DESIGN OF THE PROJECT AS DEFINED IN SECTION W 1� VA 0703 OF THE BUSINESS AND PROFESSIONS CODES, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. THE DESIGN SHOWN HEREON IS NECESSARY AND REASONABLE ~ Q ~ AND DOES NOT RESTRICT ANY HISTORIC DRAINAGE FLOWS FROM ADJACENT PROPERTIES NOR INCREASE DRAINAGE TO z ADJACENT PROPERCff3. ¢ THE DESIGN INCLUDES PRINCIPLES AND TECHNIQUES TO A REDUCE QUANTITY AND IMPROVE THE QUALITY OF STORM 41 � ¢ WATER RUNOFF, AS REQUIRED BY NPOES. CU I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND ' 4 w SPECIFICATIONS BY THE CITY OF CAMPBELL IN CONFINED TO A 'ru . F m REVIEW ONLY AND DOES NOT BELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN. ¢ U vDils t SCALE: SIGNATURE P.H. AQ� l C. OY�St®9 N.T.S. PRINT # W. * . RUTH AND GOING, INC. L, TIES TALAMEDA '�qff ML pas SHEET: SANTA CIARA, CA 05050 OF CA1?� 1 (408) 236-2400 1 GENERAL NOTES EXCEPTING MATERIALS TO BE SALVAGED, IT IS THE INTENT OF THE OWNER TO DEMOLISH THE EXISTING BUILDINGS, ASPHALT PAVEMENT, CURBS, SIDEWALK, ETC. IN ITS ENTIRETY INCLUDING BUT NOT LIMITED TO THE FOLLOWING SCOPE OF WORK: 1. ALL STRUCTURES ON THE SITE PLAN AS OUTLINED ON THE DEMOLITION PLAN. 2. ALL SLABS, FOOTINGS, APPURTENANCES, OUTBUILDINGS, SUMPS, ETC. 3. CONTRACTOR SHALL REMOVE ALL UTILITIES WITHIN THE PROPERTY LIMITS EXCEPT WITHIN THOSE AREAS SPECIFICALLY DESIGNATED TO REMAIN. UTILITIES TO BE CAPPED AT APPROPRIATE TERMINATION POINT. THESE UTILITIES INCLUDE, BUT ARE NOT LIMITED TO: * STORM DRAIN LINES, INLETS AND MANHOLES * SANITARY SEWER LATERALS, MANHOLES AND CLEANOUTS * LIGHT POLES, BASES, CONDUITS AND WIRING * GAS FACILITIES, INCLUDING SERVICE LINES * ELECTRICAL CONDUITS, CABLES, AND BOXES * TELEPHONE BOXES, CONDUITS AND CABLES PUBLIC UTILITY FACILITIES (GAS, ELECTRIC, TELEPHONE, ETC.) SHALL NOT BE REMOVED OR DEMOLISHED UNTIL THE APPROPRIATE UTILITY COMPANY HAS DISCONNECTED SERVICE. 4. ONCE ASPHALT PAVING IS REMOVED, NO CONSTRUCTION VEHICLE MAY EXIT SITE UNTIL GRAVEL CONSTRUG11ON ACCESS IS BUILT. . ALL ONSITE TREES TO BE REMOVED.' SJ�iIY LEGEND — — PROPERTY BOUNDARY — CENTER LINE — — — — — — — EASEMENT LINE X X EX. FENCE EX. TREE TO BE REMOVED EXISTING BUILDING TO BE REMOVED ® INCLUDING CONCRETE FLOOR SLAB AND FOUNDATION - z 20 10 0 10 20 40 GRAPHIC SCALE 1"=20' z y N i o � i m ; 0 0 A F7 s, R e` F T / 6 y C Y 3 � C4 yaCL lu � v Z 4 s� O e a6 g xfi CLNca i ? 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N O _ m = D �° •� 'ba GRADING.AND DRAINAGE PLAN GRADING & DRAINAGE PLANS RUTH AND GOING INC. CM Engineering Land SurveNng R+G Date: 04-18-13 Drawn By: No. Revision Date By Chkd ICAMPSELL. ROAD Planning BJS/BN o PROJECT ADDRESS: 125 SOUTH SAN TOMAS AQUINO =1e PiE ALAMA SNRA aARA. G °°.a5a I. °CALIFORNIA CALIFORNIA TRACT MAP NO. 10182 ! BUILDING PERMIT NO. 200 _ TEL pas) "e z'00 rAx I408i'�° z"0 Designed By: WHS/BJS NOT]CE=d=as�am° ','i�`"�, aw...- pia`°°."'''""s°" -1 am'an.e. IS 20' 0 10 20' 40' 71 4.5' 4 5' 16' DWY GRAPHIC SCALE 1 = 20' 20 MINIM milli I Rhim 10 =41 I I MAI EmAl SIX UP, ore, isle Wj L \ on JUN, it M. 00, LT 1 IM" IN U!, P, 64 1' -la 1h v2' _0101 SD- 7 EXS INV214.62 :NV215.35 12'[N Oil0 NV207.77 30-THRU 6 A)SECTION N.T.S. SECTION N.T.S. 6• iND \S Xv ' PUBLIC B SECTION N.T.S. 8' FRONT YARD . N WALKWAY GRADE SELF RETAINING AREA SECTION 6GLLF KTS 1•R<,V PAVEMENT TO ZG 1/6• T6' ABB OVE UP R=1/2CL 2 AB EXTEND CURB 4° BELOW AB WHERE CURB IS ADJACENT TO SWALE OR GRASSPAVE 6) CURB & GUTTER r H \ VERTICAL CURB N.T.S. — KT.s C SECTION N.T.S. K SECTION N.T.S. eAAh(;4mr AINNEV• -re-W.. SI,ILc Tw Is TLII'- mS-erD rarL ?III �ec�lh V,y1" UND WALL fN m Z N n � 3 W m T m O m G o �X wH `B g^ sa '.y 6 i s "£d s8 �6 O P� Q o NS � 5E H, d tco Nm $ !�• a ® aWP g arm a cumC �. Qa� R ccqm. 9b AIL RL vxm 1 DRIVEWAY R=1/2• v .... ; W VERTICAL -{ 1 1/2• ; ; j•: y t9 4 N CURB I 0• N • 1 _�. i V g62p' rJi CURB &GUTTER TO ,�� • so w © CURB TRANSITION r M l DEPRESSED CURB VALLEY GUTTER TRANSITION g Krs - KTs - N.T.S. S€ SCALE: AS SHOWN A; SHE ET. 6 FINSHED FLOOR \ tmt� 6�ELEVATION XXXXXXXXX KLS PAVEMENT BE 1/6- ABOVE LIP 6• P VALLEY GUTTER N.T.S. cftss Is tJl rlopc C,tI v,4Lv-w A'I ? CL 2 AB c ruw MOISTURE CONDITIDN 11 s1.tL�ht3T tmbks71 SUBGRADE TO 1% OVER S'ro Fp4rv/lpy OPTIMUM MOISTURE CONTENT io PER GEOTECHNICAL REPORT SCARIFY & RECOMPACT TO 90% RELATIVE COMPACTION (ASTM D1557) PER GEOTECHNICAL REPORT %K� WALKWAY SECTION N.T.S ® , I • �rl AREA 2 4.610 SF L — a HYDRODYNAMIC PRE-TREATMENT 20 10 0 10 20 40 n� r� GRAPHIC SCALE 1"=20' AREA 1 ISMI�� —_ra— __--' — Z___ �M. omm—, 4F ■ tit:www MN—o LOT 6 1— _1 LOT 7 HYDRODYNAMIC PRE-TREATMENT FOR ECORAIN UNDERGROUND INFILTRATION FACILITY. SEE—� DETAIL E ON THIS SHEET. LOT 8 -, I r•h-1. 1 -t L ————-————SAN- STORMWATER TREATMENT CONTROL MEASURE SUMMARY TABLE TCM # Tributary Area d Tributary Area (SF) Treatment Measure Storage Volume Required (CF) Storage Volume Provided (CF) 1 1 80,921 Underground Infiltration Facility, 4,250 4,423 2 2 4. 10. Se1FTrP.ating2 3. 3 2,920 Se11:11ng Q:IC)MI%O9078AICeIcsICD CaIcsTC3-TYPES-PDAs 1. SEE SHEET 8 FOR UNDERGROUND INFILTRATION FACILITY NOTES, DETAILS, MAINTENANCE SINFFORMATION, AND REQUIRED AND PROVIDED STORAGE VOLUME CALCULATIONS. (l2. 1SELF-TREAT)NG AREAS ARE 100Y PERVIOUS AND DO NOT RECEIVE ANY RUNOFF FROM 'AYJACENT IMPERVIOUS AREAS. LOT 9 ` LOT PAULrr S00"o on tap 3 AREA SF PERVIOUS AND IMPERVIOUS SURFACES COMPARISON TABLE PERVIOUS AND IMP ERVIOUSSURFACES COMPARISON TABLE . Total SNa pens): 203 ToI IH Ana or sltn 203 a6arwd pGeu: Impervious Surfacer - 9dson9 condition o1 8Ib Ana DlMurbod (Squa eo0 Proposed condleon or 9lte Ana Disturbed (Square Fe•Q load (1) w (2) RoofAreXo) 32,285 ,418 0 Padclrg 43,861 '4,149 0 Sidewalk Patios, Paths, DrhwMs, etc. 0 0 7,937 Streeia (PuDfic) 0 0 0 . Street (Pdvate) 0 0 24,547 Total Impervious Surface: 76,118 31595 32, Landseaped Areas 2,305 12.305 11.617 Perim Paving Other PeMaus Sudeces (Green Roo(, 0 0 0 Tonl Pervious Surhn: 12.. 12,306 11,067 ' 13) Total ProP0000 Replaced+Now lmpervlous 8urhn 65,079 (Q Total Proposed Replaced * Now Porvlous Sudan 23,372 C ly �► INLETUTLET. 012.00• MA)'*'.". MA%. PIPE SIZEE 1. SEE NOT PIPE SIZE. SEE NOTE 1. 0"-00' BOLTED & GASKETED CAST IRON ACCESS COVER. STANDARD. ALTERNATE COVERS & GRATED INLET OPTIONS AVAILABLE SEE NOTE 3. CONCRETE COLLAR UPPER RISER AS REWIRED. REWIRED, BY OTHERS. SEE NOTE 2. 2.50' (30.00.1 MINIMUM SEE NOTE 3. MIDDLE RISER WITH INTERNALS INSTALLED. C011PONFNTS INLET,J WT 012.0 MAX. 00MAX. PIPE SIZE PIPE PLPE SIZE. RE. SEE NOTE 1. SEE NOTES 1. 3.75' [45.00•] SUMP BASE I 6.00• MINIMUM 036.00• BOLTED & GASKETED CAST IRON ACCESS COVER, STANDARD. ALTERNATE COVERS & GRATED INLET OPTIONS AVAILABLE SEE NOTE 3. - OUTLET. INTERNAL COMPONENTS. 4.00• MINIMUM 03.00' [36.00•]� ) WALL THICKNESS e3sr [4a.00•] NOTES: 1. STANDARD INLET/OUTLET PIPE CONFIGURATION TO ENTER & EXIT SEPARATOR AT 180•. CUSTOM ANGLED CONFIGURATIONS AVAILABLE UPON REQUEST, SPECIFIC MAXIMUM ANGLES & PIPE SIZES APPLY. CONTACT KRISTAR ENTERPRISES FOR ENGINEERING DETAILS. , 2. BOLTED & GASKETED MANHOLE ACCESS COVER ELEVATION MAY BE ADJUSTED TO GRADE. FIELD POURED CONCRETE COLLAR AS REQUIRED, BY OTHERS INLET GRATES & ALTERNATE COVER OPTIONS AVAILABLE. 3. FOR DEPTHS LESS THAN THE MINIMUM SHOWN CONTACT KRISTAR ENTERPRISES FOR ENGINEERING DESIGN ASSISTANCE. 4. CONCRETE COMPONENTS SHALL BE MANUFACTURED IN ACCORDANCE WITH ASTM DESIGNATION C478. 5. REMOVABLE INTERNAL COMPONENTS MAY BE AVAILABLE TO FACILITATE MAINTENANCE. SEE DRAWING DVS-R-0001 OR CONTACT KRISTAR ENTERPRISES FOR DETAILS. TITLE DUAL -VORTEX KriStar Enterprises, Inc. HYDRODYNAMIC SEPARATOR 380 Sutton P1aoe Santa Rosa. CA 95407 CIRCULARSTRUCTURE Ph..Boosm.8819, Fac707S2A.B168,wwv.Mstemm DVS-36C DV5 36C NR ooes xer a/zs/n a/zs/ 1 sxEEr 1 GF 1 Ac,Tv At_ LA47r_pRoJ E3cr IS 8LJD T'E � � ft1�� L tJ64-a lD SF u3.3-LiED �fVg_ voU F7 Cr4T76fj (1)PmpOsad Reputed Vp•rtovs 8u�•c•:AIY+p•wbvewr•cN eddedm•ep•+ea of tle•le tlretwm aprevimyexbog HparvMns ('n Bepeoed New hpercbus Srfat¢Alrrye+vbusauretas eeaeam•tr weawnb elmmeLwneprnowN mekin9l>e+vble eudece (3)+(Q •TOW SMArea - QK7vM907e41(ibVlivbu9 v. hpervkue &rtlen Ompm6m2017-t2-21 Vmxb HYDRODYNAMIC PRE-TREATMENT MAINTENANCE INFORMATION THE TABLE BELOW HSTS TYPICAL INSPECTION AND MAINTENANCE REQUIREMENTS. MAINTENANCE ACTIVITIES -HYDRODYNAMIC SEPARATORS SUGGESTED FREQUENCY • INSPECT AT LEAST TWICE A YEAR TYPICALLY PRIOR TO SEMI-ANNUAL AND FOLLOWING THE RAINY SEASON. SOME INSTALLATIONS WILL REQUIRE MORE FREQUENT SERVICE DEPENDING ON THE POLLUTANT LOADING AND INTERFERENCE FROM DEBRIS AND UTTER. • USE AN INDUSTRIAL VACUUM WITH AN EXTENSION TO SEMI-ANNUAL REMOVE COLLECTED FLOATING DEBRIS AND ' HYDROCARBONS FROM SURFACE • USE AN INDUSTRIAL VACUUM WITH AN EXTENSION TO AS NEEDED (INFREQUENT) REMOVE SEDIMENT FROM THE BOTTOM OF THE TANK THROUGH SEPARATOR TUBES, OR; DISASSEMBLE AND REMOVE THE SEPARATOR MODULE FROM THE TANK THROUGH THE MANHOLE. VACUUM SEDIMENT AND DEBRIS FROM THEBOTTOMOF TANK. ONCE THE TANK HAS BEEN CLEANED, THE SEPARATOR MODULE SHOULD BE REASSEMBLED INSIDE THE TANK AND SET IN PLACE ON THE INSTALLED ANCHOR BRACKETS, HYDRODYNAMIC SEPARATORS SHOULD BE SERVICED ON A RECURRING BASIS. ULTIMATELY, THE FREQUENCY DEPENDS ON THE AMOUNT OF RUNOFF, POLLUTANT LOADING AND INTERFERENCE FROM DEBRIS AND UTTER: HOWEVER, IT IS RECOMMENDED THAT EACH - INSTALLATION BE SERVICED AT LEAST TWO TIMES PER YEAR. z oo� 1 cy N a fA Z ' F W zd Z yZ Z Z00 4 N m a co Z Z ca I p da Z � mad 0 c01� y d '-" i oo• 6 i +ro - SCALE - 'I SHEET- 7 FG ECORAIN T'A'WK DETAIL 12" MAX. PIPE SIZE --€R-500 505 €LORAN- TANK5 - - - - - - -. - - - - s CUTAWAY VIEW ATE 51DE ACCESS �IVW✓/CLEANOUT PLATE SIDE ELEVATION, TYPICAL BOTH 51DE5, REFER TO CLEANOUT PLATE ELEVATION ABOVE ADDITIONAL INFORMATION ' \v G' TO 12- WIDE SIDE BACKFILL CLEAN 5AND GRAVEL. NO SHARP EDGES OR OBJRECf5 AND NO DEBRIS TANK LENGTH DIRECTION RUNS WITH BASIN LENGTH. ORIENT TANKS PERPENDICULAR AT EACH END MODULE ORIENTATION DETAIL: NTS ECORAIN TANK DETAIL: NTS 4 ECORAIN TANK DETAIL N.T.S. v EEC:o ` i'F;n ECORAINTM TANKS DIMENSION CHART NOTE: SEE 5PECIFICATION9 AND PLANS FOR ADDITIONAL INFORMATION PIPE 6- DIAMETER AND LARGER DO NOT CUT HOLE IN TANK CUT 1P THROUGH GEOTENTLE AND IMPERMEABLE MEMBRANE IF INCLUDED' THEN APPLY BOOT COLLAR TO SECURE FABRIC AND PREVENT SAND. 501L OR DEBRIS FROM ENTERING THE 5Y5TEM, SEE FRONT ELEVATION BELOW SIDE ELEVATION 1I IMPORTANT - ALL WATER ENTERING THE INSTALL ONE LAYER ECORAIN ER-401 2' ECORAIN TANK 5YrEM MUST BE DRAINAGE CELL AGAINST ECORAIN TANK FILTERED EITHER THROUGH SOIL OR FACE, MODIFY SECOND ECORAIN EK-401 FILTER, DO NOT CONNECT PIPE WITH 2' DRAINAGE CELL FOR PIPE DIAMETER UNFILTERED WATER DIRECTLY IN TO AND INSTALL AGAINST FIRST DRAINAGE ECORAIN TANK SYSTEM. CELL AND INSERT PIPE PIPE BOOT COLLAR •••••• .............. GEOTDrTILE FROM ELEVATION CONCEPT LARGE AND SMALL DIAMETER PIPE CONNECTION5 4 INSPECTION PORT5 CONSTRUCTION NOTES: A Wtaa T-t ro[M1er see comtmcbonumdheavy egmpmnK tHt mustumstfie bed Brea. B. Mark edges d the Tam bM dump and after corntnrcGon to Prevent heavy egnpment fiwn ag Me Tam bed era, C. %Woe area surto ,ng the Tank bed to Prevent-r q dsdtslsediment rRo He bed. D. RemweglG•leediment f-enoaw, rant wasnea,.to me bed eumy eansuvuen. F. Subgmde bax mint be ====acted to 959b morahed p n w leveled4a rein e,. kea F. rai m,w,a6 eh.s be per the eaa�nee'z sv�r�eon, drJn ate+ a hawiaee yre. rroa of Wraps, niece er other sharp mare,ws am e.«ss e¢. G. Do not ae hoka tots the rant roger than con sWea Iron top rot ppe vae:bon. 9a dehJ. N. Read manu6durch subnaktal aM use the attacMd ebeektst to errors proper unLartan. Tank Width (tom) Width - (etches) Width (feet) Length (unto) length ('etches) Length (feet) Height (mn>) Height (indtes) Height (feet) Half (51) 408 16.06 1.34 685 26.97 2.25 7,41.3 9.50 0.79 Single (1) 408 16.06 1.34 685 26.97 2.25 450.0 17.72 10.48 Double (2) 408 16.06 1.34 685 26.97 2.25 880.0 34.65 2.89 Triple (3) 408 16.06 1.34 685 26.97 2.25 I,310.0 5157 4.30 Quad (4) 408 16.06 - 134 685 26.97 2.25 1,740.0 68.50 5.71 Pent (5) 408 16.06 1.34 685 26.97 2.25 2,170.0 85.43 7.12 Tank (Unit') Tank " Volume Cubic Feet Tank Volume Gallo= Water Storage Volume Cubic Feet Water Storage Volume Galluna Half (I4) 2.38 17.82 2.26 16.91 Single (1) 4.44 33.22 4.22 31S6 Double (2) 8.69 64.97 8.25 61.72 Triple (3) 12.93 96.72 12.28 91.88 ad (4) 17.17 . 128.47 16.31 122.03 Pent (5) 21.42 160.21 20.35 1 152.19 Cantvrdons 1 cubic foot 7A805195 gallons 1 cubic meter - 3531 cubic feet - 264.2 gallons - .0008107 acre feet 1 liter - o.2wni gallon I meter - 3.28084feet 1 nillliateter - 0A393701 inch I.square tatter 10.7639104 sgonte feet 6 ECORAIN TANK DIMENSION. CHART N.T.S. S ECORAIN TANK DETAIL N.T.S. ECORAIN MAINTENANCE ECORAIN TANKS REQUIRE PRE -TREATMENT -OF ALL WATER THAT FLOWS INTO THE SYSTEM .AND THEREFORE HAS VIRTUALLY NO MAINTENANCE. - CLEAN OUT ACCESS IS PROVIDED TO INSPECT THE INSTALLATION. A VACUUM TRUCKALONG WITH A HIGH PRESSURE WATER SOURCE CAN REMOVE ANY ACCUMULATED SEDIMENT. COMPACTED BACKFILL 6'-12' CLEAN SAND OR GRAVEL FREE FROM LUMPS 4 DEBRI5 NON -WOVEN POLYPROPYLENE GEOTEXTILE (6oz MIN.) SEE DETAIL FOR ECORAIN TANK MODEL ER-500-505 2' FINE SAND, COMPACTED 4 LEVELED PREPARED SOIL SUDGRADE BASE OF EXCAVATION GRADED LEVEL, FREE FROM LUMPS 4 DE5R15, COMPACTED TO 35 Psi Top View REQUIRED STORAGE VOLUME CALCULATIONS Volume based calculation: Urban Runoff Quality Management Approach (URQM) TOM 01 Step 1 Drainage Area I.857690542 ac Step 2a (mpervsudace 1.487534435 so . Step 2b watershed imper ratio (i) 0.8DO743935 % imper area = VIOO 00.07439354 % Step 3 watershed runoff coefficient (Cv4 Cw-.85803-0.78is2+0.7741+0.04 . Cw= 0.600169612 Step 4 Mean annual Precip @ Site 18 inches Step 5 Closed Rein Gage (San Jose Airport) MAP gage 13.9 In Mean Storm Event Preclp (p6) 0.512 in - Step 6 Mean Storm Even @ site ' ECO RAIN STORAGE P6 site = P6 gage•MAP sdefMAP gage VOLUME CALCULATIONS P6 site= 0.683021583 In ECORAIN STORAGE VOLUME PROVIDED = Step 7 'a" regresion constant (24 hr drain) (ECORAIN FOOTPRINT AREA) x (ECORAIN TANK HEIGHT) x (VOID RATIO) a• a= 11.582 (1083 SF) x (5.7 1.50'e) x 0.97 - 4423 CIF > 4250 CF Step 8 maximized detention storage volume Po MERE IS AN DI T OM THE TOP OF THE ECORAIN TANK Po=(Slap 7•Step3)•(Step 6) TO INVERT OF 7H TAEQaW RAGE VOLUME CAN ONLY BE CALWLATED TO I VERi ELEVATION IN THE ECORAIN TANK. Po= 0.629517993 in 1S1 Step 9 Volume of runoff to be treated from drainage basin .. �Sv ... Design Volume = Po•A=(step 8)•Step 1)•1ffi12in Design volume = 0.097454135 acre-feet ✓ 4245.102125 - CIF Una: 4260 CF IQ� \ Q:1CiNR09078A\Ca1cs\InfiRration Calcs.xls 7. ECORAIN TANK SIZING N.T.S. Front View Side View 3 ECORAIN ER-504 TANK VIEW N.T.S. EcoRain- Tanks Assemble In Six Sizes - ER -SOD Half Tank ER-501 Single Tank ER-SO2 Double Tank ER-M Triple Tank ER-W4 Quad Tank ER -SOS Pent Tank rt., ne t we Annnlne .".-..A D-e--h o-ww..a.-A Surfs«Area 95%widspace Mstarlet 100%rwVded Polypropylene Biologleal& Chemical Resistance. " Unaffected bymoulds and algae, sollbome d:emka% bacteria &b1tumen Tam ratureTolerenoe -22'to248'F (-30'to120'C Row Rate I1SfM D4716 .671A/second j.019mz/second) Test Standard Used Imperial I Metric Unconfined Crush Test ASTM C39-M 32.3 osl I 372.11kernm Ultimate Load - H 20 Load Rated 1 M14TO LRFD SO,0001bs 22,680 kg Dlz lacement A33" 11 tom Temperature Parameter 1 46.4'-57.2•F 8'-14•C Tank Width Length Height I Volume men inches feet men I inches feet mm inches I feet I tuft gallons Haff (%) 408 16.0V 134' 685 26.97' 2.2V 24L3 9.50' 0.79' 238. 17.82 Single 1 408 16.06" 134' 685 26.97 2.25 450 17.72' !A8' 4.44 33.22 Double (2) 408 16.06° L34' 685 26.9Y 2.25' 880 34.6V 2.89' 1 8.69 64.97 Triple (3) 408 16.06, L34' Gas 26.97" 2.25' 2310 1 51.57- 43d 1 12.93 96.72 Quad 4 408 i6A6" 134' 685 26.97- 1 W 1740 68.50° 5.71' I17.17 128.47 Pam 5) 40B 16.06' 1%A' 685 26.9Y 2.25' 2170 85.43' 7.12' "2L42 160.21 EooRaln Produeb eaMSysfemsare WorW�Wldo Paknt r4ndln9 & n�rgn Regblamd iNnnetm aaa�m,V..raw.a.:s �aoaa�.e,rm..ovsa.,....aa:.uar...<.r:a�n,wmu:am..ves� EcoRaln Systems, Inc. 1-868-991-RAIN (7246) Info(d�EcoRain,cum www.EcoRain.com 8 ECORAIN TANKS ASSEMBLE N.T.S. O O' € C al ar Q. pe d �Z 2 to # 1110 Q= e Zt € W 4H� 7 Q �lcc 6 z9Uj 1% d W ooz �gpQO. SCALE: N.T.S SHEET: 8 2013 — 2:30pm —_—W_ -L ROAD _W—— m co f�T ; D II r' cry' M1*° '� ` ' ' EROSION CONTROL PLAN GRADING 8 DRA/NAGS PLANS �RUTH AMID GOING, INC + CIA Engineering Land Surw1ing Plannln Date: 04-18-13 Drown By: BJS/BN NO. Rev'siOn "ate tly Enka `^ �, fi PROJECT ADDRESS. 125 SOUTH SAN TOMAS AQUINO ROAD 221E 7ME AU I A S TA C7 A M aA 9S C '�•"° TRACT MAP NO. 101821 BUILDING PERMIT NO. 200 _ a �'°°� 23&2� F" � � 2 2A'a Designed By: WHS/WS CAMP BEL4 CALIFDRNIA Wnn" cmbMm t A c`vlmn 9m.1%evgtel m vm�m•. eai .O W iapiM b ewmr vel. ml .Y myavEt4�' b A� tlM1 mMYonY °mq N. avnm W mn4ucLm W V. cmM •tlWFy mM1tY M.t pwo. aM mW.t IMl No myRmmt M b Tile - GENERAL EROSION AND SEDIMENT COI NOTES: 1. Contractor/Owner. Toytor Morrison 4309 Hacienda Dr, Suite 450 Pleasanton, CA 94588 Contact: Stuart Wagner (925) 364-8000 It shall be the owner's responsibility to maintain control of the entire construction operation and to keep the entire site In compliance with the soil erosion control plan. 2. Civil Engineer. Ruth and Going, Inc. 2218 The Alameda Santa Clara, CA 95050 (408) 235-2400 3. Construction Superintendent: name, address, 24-hour phone number Contractor. name, address, 24-hour phone number 4. This plan Is Intended to be used for Interim erosion and sediment control only and Is not to be used for final elevations or permanent Improvements. 5. Developer will submit to the City monthly (at the first of each month between Oct let and April 30th) certifications that all erosion/sediment measures Identified on the approved erosion control plan are In place. If measures are not In place, Developer sholl provide the City with a written explanation of why the measure Is not in place and what will be done to remedy this situation. 6. Owner/contractor shall be responsible for monitoring erosion and sediment control measures prior, during, and after storm events. 7. Reasonable care shall be token when hauling any earth, sand, gravel, stone, debris, paper or any other substance over any public street, alley or other public place. Should any. blow, V111, or track over and upon sold public or adjacent private property, immediate remedy shall occur. B. Sanitary facilities shall be maintained on the site. 9. During the rainy season, all paved areas shall be kept dear of earth material and debris. The site shall be maintained so as to minimize sediment laden runoff to any storm drainage system, Including existing drainage swales and water courses. 10. Construction operations shall be carried out In such a manner that erosion and water pollution will be minimized. State and local laws concerning pollution abatement shall be complied with. 11. Contractor shall provide dust control as required by the appropriate federal, state and local agency requirements. EROSION AND SEDIMENT CONTROL MEASURES 1. The facilities shown on this plan are designed to control erosion and sediment during the rainy season, October 1 to April 30. Facilities are to be operable prior to September 15 of any year. Grading operations during the rainy season which leave denuded slopes shall be protected with erosion control measures immediately following grading on the slopes. During the non-roiny season Best Management Practices (BMPs) must be Implemented during construction which Includes, but is not limited to: stabilized construction entrance, tire wash area and Inlet protection. 2. This plan covers only the first winter following grading with assumed alto conditions as shown on the Erosion Control Plan. Prior to September 15, the completion of site Improvement shall be evaluated and revisions made to this plan as necessary with the approval of the City Engineer. Plans are to be resubmitted for city approval prior to September 1 of each subsequent year until site Improvements are accepted by the City. 3. Construction entrances shall be Installed prior to commencement of grading. All construction traffic entering onto the paved roads must cross the stabilized construction entrance ways. (Also Include this note on grading plans.) 4. Contractor shall maintain stabilized entrance at each vehicle access point to existing paved streets. Any mud or debris tracked onto public streets shall be removed dolly and as required by the City. S. If hydroseeding Is not used or Is not effective by 09/23, then other Immediate methods shall be Implemented, such as Erosion control Blankets, or a three -step application of 1) seed, mulch, fertilizer 2) blown straw 3) tockifler and mulch. 6. Inlet protection shall be Installed at open Inlets to prevent sediment from entering the storm drain system. Inlets not used In conjunction with erosion control are to be blocked to prevent entry of sediment. 7. Lots with houses under construction will not be hydroseeded. Erosion protection for each lot with a house under construction shall conform to the Typical Lot Erosion Control Detail shown on this sheet. B. This erosion end sediment control plan may not cover all the situations that may arise during construction due to unanticipated field conditions. Variations and additions may be made to this plan in the field. Notify the City Representative of any field changes. Maintenance Notes 1. Maintenance is to be performed as follows: A. Repair damages caused by soil erosion or construction at the end of each working day. B. Swales shall be Inspected periodically and maintained as needed. C. Sediment trope, berms, and swales are to be Inspected after each storm and repairs made as needed. D. Sediment shall be removed and sediment trap restored to Its original dimensions when sediment has accumulated to a depth of 1 foot. E. Sediment removed from trap shall be deposited In a suitable area and In such a manner that It will not erode. F. Rills and gullies must be repaired. 2. Sand bag Inlet protection shall be cleaned out whenever sediment depth is one half the height of one sand bag. CONCRETE WASHOUT NOT 1. PIT IS SPECIFICALLY DESIGNATED, DIKED. AND 'IMPERVIOUS CONTAINMENT TO PREVENT CONTACT BETWEEN CONCRETE WASH AND STORMWATER. 2. WASH WATER SHALL NOT BE ALLOWED TO FLOW TO SURFACE WATER. 3. FACILITY MUST HOLD SUFFICIENT VOLUME TO CONTAIN CONCRETE WASTE WITH A MINIMUM FREEBOARD OF 12'. 4. FACILITY SHALL NOT BE FILLED BEYOND 95% CAPACITY UNLESS A NEW FACILITY IS CONSTRUCTED. 5. SAW CUT PORTLAND CEMENT CONCRETE, RESIDUE FROM SAW CUT & GRINDING TO BE DISPOSED OF IN THE PIT. 6. CONCRETE WASHOUTS SHALL BE LOCATED A MINIMUM OF 100' FROM DRAINAGE WAYS, INLETS, & SURFACE WATERS. 7. MANUFACTURED CONCRETE WASHOUT DEVICES MAY BE USED IF REMOVED FROM THE SITE WHEN 95% FULL CAPACITY. TREE PROTECTION NOTES 1. CONTRACTOR SHALL FENCE ALL TREES TO BE RETAINED TO COMPLETELY ENCLOSE THE TREE PROTECTION ZONE PRIOR TO DEMOLITION, GRUBBING, OR GRADING. FENCES SHALL BE 6-FOOT CHAIN LINK OR EQUIVALENT AS APPROVED BY CONSULTING ARBORIST. FENCES SHALL BE PLACED AT THE DRIPUNE. FENCES ARE TO REMAIN UNTIL ALL GRADING AND CONSTRUCTION IS COMPLETED. MAINTENANCE - The entrance shall be maintained In a condition that will prevent tracking or flowing sediment onto public rights -of -way. This may require periodic top dressing with additional stone as conditions demand, and repair and/or dean out any measures used to trap sediment. - All sediment spilled, dropped, washed, or tracked onto public rights -of -way shall be removed Immediately. - When necessary, wheels shall be cleaned to remove sediment prior to entrance onto public righte-of-way. This shall be done at an area stabilized with crushed stone, which drains Into on approved sediment trap or sediment basin. NOTE CONSTRUCT SEDIMENT BARRIER AND OIANNELTLE RUNOFF TO SEDIMENT TRAPPING DEVICE 1 T1 SEDIMENT TRAPPING DEVICE O q� CORRUGATED STEEL PANELS " _ " s 10, H DR a AS REQUIRED TD ACC DMMODATE ANTICIPATED TRAFFIC, VHICHEVER IS (EATER CRUSHED AGGREGATE GREATER THAN 3' BUT SMALLER THAN 8' CRUSHED AGGREGATE GREATER THAN 3' CORRUGATED STEEL PANELS BUT SMALLER THAN 6' ORDEAL FILTER FABRIC ORIGINAL GRADE 12' MIN, UNLESS OTHERwiSE 12' MIN, UNLESS OTHERLWSE SPECIFIED BY A SOILS ENGINEER FILTER FABRIC SPECIFIED BY A SOILS ENGINEER SECTION A -A NTS SECTION B-B NTS WASHOUT ca+ra U,rus�ouT (OR ENIYALW) STAPLES (} PFR BALE) BMDRIG WE 4=T&Y"" STRAW BALE NAnK YAIEPoAL (OPnaNAL) (2 PER BALE) LNAryAL LAYOUT DETER41NE0 OI FEUD. BECKON B-B 2. THE coNcaE{,E CIA[ CUT sW eOEf' ITHE ATEMPOV°RARY NOT r0 SCALE ,p il. CONCRETE WASHOUT FAaMTT. EROSION CONTROL LEGEND STABILIZED BUILDING PAD AREA (SEE NOTE 3 BELOW) STABILIZED CONSTRUCTION ENTRANCE SEE DETAIL 1 ® CONCRETE WASHOUT -4 - SILT FENCE O -o- FIBER ROLL AT PERIMETER O FIBER ROLL AS SLOPE PROTECTION ' - - - - GRAVEL BAGS INSTALL PER SB NOTES IN DETAIL -X-X- TREE PROTECTION FENCE (SEE TREE PROTECTION NOTES) (: T INLETS IN EXISTING O PAVEMENT DETAIL r SA INLET PROTECTION DETAIL 24' MIN �yH / jFASMCATM A NOTEWASH RACK MANY DFABRIC/ UNITS MAY BE USED. WATER SUPPLY k HOSE TYPICAL TIRE WASH NOT TO SCALE i STABILIZED CONSTRUCTION ENTRANCE EXIT N.T.S. (TO BE MAINTAINED) CONCRETE WASHOUT (ALTERNATIVE 2 PiwcaNO ' Ygi ONES . SANDOAG 99 eERY 0 O 0.0 0 sANoenc Pi°silc uwNc 0 ,A 0 A 0 sERY O O O` O SECmON A -A P'MSl C LwwGL NOT 10 SCALC PLAN Nor TO SCALE TME 'a- GRADE, -� u RAS%C LINING B B W000 <RA4E SENRELY rASRNEa AROUND FNME PEIb11ElER wnI srAxEs SECTION B-8 E STAKE oT To scA ITM) 1N9-STAKE 1P.As1IC -0 Nffi 2 % 12 ROUW wooD reAYE PLAN 1. CTUAL LAYOUT DE.-E. REID. Oi i0 SCAIF TME 'A90YE GRApE• E CONEP WASHOUT SIGN SHALL 6E INSTALLED WIMIN JO Fi TE NE ART OUT I NNaeETE w°sHNr FAautt. 4 CONCRETE WASHOUT N.T.S. GENERAL NOTES 1. CONTRACTOR SHALL CONTINUALLY ADJUST LOCATIONS OF CONSTRUCTION ENTRANCES AND RELATED ITEMS AS CONSTRUCTION PROCEEDS AND AREAS ARE CONSTRUCTED. 2. THE CONCRETE WASHOUT MUST BE WATER TIGHT SO THAT NO WASHOUT WATER COMES INTO CONTACT WITH SOIL 3. DISTURBED AREAS WHERE CONSTRUCTION ACTIVITY HAS CEASED FOR 14 DAYS SHALL BE TEMPORARILY COVERED OR STABILIZED. SOME OPTIONS ARE: TARPS, HYDROSEEDING OR HYDRAULIC MULCH. 4. THE PROJECT FINAL STABILIZATION IS SHOWN ON THE LANDSCAPE PLANS. I„d aorta,.. FILTER FABRIC � it°j'' , •. .v NAIL w/ 2-Bd NAILS WIRE MESH y 2'x2' WOOD STAKE 0 10' MAX v„uaa� aeno u. y INTERVAL TYPICAL FIBER ROLL OISTALLATICN FINISHED GRADE N 1.5 UPSLOPE SIDE, INSTA STORI N� \ E > pro; lain• N,wxg ENTRENCHMENT DETAIL .1.s Z FIBER ROLL DETAIL N.T.S RE -BAR TO HOLD SILT SACK OR EQUAL IN PLACE STRAW ROLL EX GND , I. STRAW 3 SILT FENCE DETAIL N.T.S MIRAFI 2000 FILTER FABRIC UNDER GRATE -'SILT SACK' OR EQUAL 2000 FABRIC GRATE 5A SILT BAG PROTECTION INLET SEDIMENT CONTROL FOR UNPAVED AREA SCALE: NONE BURLAP BAGS FILED WITH GRADED ROCK (NO FINES) NO SMALLER THAN 1/2' IN SIZE: SURROUND STORM WATER INLET ALL 3 SIDES. NOTES: 1. THICKNESS OF FILLED BAGS WHEN LAID FLAT SHALL NOT EXCEED 4' 2. ENSURE THERE ARE NO GAPS BETWEEN THE BAGS AND THE FACE OF CURB 3. REMOVE ACCUMULATED SILT, DIRT AND DEBRIS BEFORE IT EXCEEDS 2' THICK IN GUTTER 4. INSPECT INLET PROTECTION DAILY DURING EXTENDED RAINFALL PERIODS AND BEFORE AND AFTER EACH RAIN EVEN 5B SILT. BAG PROTECTION INLET SEDIMENT CONTROL FOR PAVED STREETS SCALE: NONE MAINTENANCE MEASURES* CONTROLS: INSPECTION FREQUENCY. MAINTENANCE/REPAIR MEASURES Stabilized Monthly and After Each Rainfall Replace gravel materials when voids are present Construction Remove all sediment deposited on all paved roadways within 24 hours Entrance Remove gravel at completion of construction Storm Drain Inlet Weekly and after each rain Replace clogged fliter fabric immediately Protection Remove sediment when the depth exceeds 2/3 the height of the filter SCALE: 1g N.T.S. SHEET: Lil U 10 FRESH CONCRETE AND MORTAR APPLICATION BEST MANAGEMENT PRACTICES FOR • Masons and bricklayers When claming up atkr driveway • Sidewalk construction crews or sidewalk construction, wash fines • Patio construction workers onto dirtareas, rut down the • Construction mspecmrs driveway or into the sheet or amrm • General contractors drain. • Home builder . Place hay bales orother • Developers erosion wnbols down -slope to . captmeruaoffcarrymgmoAacor GENERAL BUSINESS PRACTICES cement before it reaches the storm drain. Both at your yard and the construction site, always state both • When breaking up paving be dry and wet materials under cover, sure to pick up all the pieces and protected from rainfall and runoff. dispose properly. Protect dry materials from wind • Secure bags of cement after Recycle large chunks ofbroken they are open. Be sure to keep wind- concrete at a landfill. blown cement powder away tram gutters, emrn dmias, rainfall, and • Dispose of small amounts of —off. excess dry concrete, grout, and Wash cut concrete mbtem only mortarin the trash in designated washout areas in your yard, where the water will flow into Never bury waste material. containment ponds or onto dirt Whenever possible, recycle washout by pumping back into mbrers for LANDSCAPING, GARDENING, AND POOL MAINTENANCE BEST MANAGEMENT PRACTICES FOR THE: POOIJFOUNTAIN/SPA MAINTENANCE • Landscapers • Gardeners . Nevin discharge pool or spa water to a street or storm drain. • Swimming pooVspa service and repairworkers OR • General contractors • When emni'to6 u Pool or spa,fe • Home buildem rut chlorine dissipate fora few • Developer days, and than tecyclefreuse water GENERAL BUSINESS PRACTICES Protect stockpiles and landscaping materials from wind and rain by storing them under tarps or secured plastic sheeting. • Store pesticides, fertilizers, and other chemicals indoors or in a shed or storage cabinet • Schedule grading and excavation projects for dry weather. reuse. Never dispose of washout STORM DRAIN POLLUTION FROM MASONRY into the street, storm drains, AND PAVING drainage ditches, or streams. DURING CONSTRUCTION • Don't mix up mom fresh concrete or cement thm you will use in a day. • Set up and operate small mixers on tarps or heavy plastic drop cloths. Fresh concrete and cement - related mortars that wash into lakes, streams, m estuaries me toxic to fish and the aquatic enviromnent Disposing ofthew materials to the sfrom dmias or creeks causes serious problems and is prohibited by law. • Use temporary check dams or ditches to divert runoffaway from stora dmin. • Protect atoms drams with hay bales or other erosion controls. • Revegetation is an excellent form of erosion control for any site. by draining it gradually onto a landscaped area Contact the local sewage treatment authority. You May be able to discharge to the sanitary sewer by tanning a hose to a utility sink or sewerpipe cleanom junction. • Do not use copper -based algaecides toles absolutely necessary. Control alga with chlorine or other alteratives to copper -based pool chemicals. Copper is n powerful herbicide. Sewage treatment technology cannot remove all of the metals that enter a treatment plant LANDSCAPING/GARDEN MAEPTENANCE • Useupposticides.Rinse containers, and use rinse water as product. Dispose of tined containers in the fish. Dispose of musedpesticide as hazardous waste. • Collect htwa°ndgarden clippings, ptunigg waste, and tree trimmings. Chip if necessary, and compost In communities with curbside yard waste recycling, leave clippings and pruning waste for pickup in approved bags or containers. Or, take to a landfill that composts yard wesm. Do not place yard waste in • Do not blow or take leaves, era. into the street HEAVY EQUIPMENT OPERATION BEST MANAGEMENT PRACTICES FOR THE: • Vehicle and equipment apemmrs • Neverhose down duty • Sire supervisor pavement or impermcable surfnees • General conlracmra who. flat& have spilled Use dry • Home builders cleanup method (absorbent materials, Developers cat litter, and/amp) whenever SITE PLANNING AND PREVENTIVE VEHICLE MAINTENANCE • Designamonemeaofthe construction site, well away from streams or storm drain inlets, for auto and equipment parking, refueling, and routine vehicle and equipment maintenance. • Maintain all vehicles and heavy equipment Inspect fiaquently for leaks. • Pertormmajormaint•"•nr", repair jobs, vehicle ail equipment washing off site. STORM DRAIN POLLUTION FROM LANDSCAPING Hyoumust dminand replace AND SWIMMING POOL MAINTENANCE motor oil, radiator coolant or other fluids on site, rise drip pare Many landscaping activities decompose or drop cloths to catch drips and spills. Collect all seem fluids, soils and increase the likelihood store in separate containers, and that earth and garden chemicals will recycle whenever possible. runoff into the storm drams during irrigationorwhenitrahm ' Swimming pool water containing Do nmuse diesel oilto chlorine and copper -based algaecides lubricate equipment or parts. should never be discharged to am= drains. These chemlcah are toxic Clem up spills immediately when to aquatic life. they bappen. BlueDri*nt for a Clean Bav BEST MANAGEMENT PRACTICES FOR THE CONSTRUCTION INDUSTRY. SANTA CLARA VALLEY NONPOINT SOURCE POLLUTION CONTROL PROGRAM EARTH MOVING ACTIVITIES BEST MANAGEMENT PRACTICES FOR THE • Bulldozers, backhoe, and grading machine operators • Dump tuck drivers • Site supervisor: • General contractors • Home builders • Developers DURING CONSTRUCTION • Remove existing vegetation only when absolutely necessary. Consider planting temporary vegetation for erosion control on slopes or where construction is at immediately planned • Protect dowalope drainage comes, streams, and storm drains with hay bales or temporary drainage swales. Use check dams or ditches to divert ranoff around excavations. • Cover stockpiles and excavated wit with secured tarps or plastic shorting. GENERAL BUSINESS PRACTICES • Schedule excavationand gtsding work for dry weather. Perform major equipment repairs away from the job site. When refueling or whicldequipment maintenance must be done on site, designate a location away from storm drains. • Do not usediesel oilto lubricous equipment or pats. DETECTING CONTAMINATED SOIL OR GROUNDWATER As you know, contaminated groundwater is a common problem in the Santo Clara Valley. It is essential that all contractor and subcontractors involved in excavation and grading know what to look for in detecting contaminated wit or groundwater, and test ponded groundwater before pumping See Blueprint for a Clean Bay, a wnstmctmn best management practices guide available from the Santo Clam Valley Nonpoint Soma Pollution Control Program, for details WATCH FOR ANY OF THESE CONDITIONS: • Unusual wit conditions, discoloration, or odor • Abandoned underground tanks • Abandoned wells • Buried barrels, debris, or bush STORM DRAIN POLLUTION FROM EARTH - MOVING ACTIVITIES Soil excavation and grading operations loosen Inge amounts of wit Mat can flow orblow into storm dmins if handled improperly. Soil erodes due to a combination of decreased wit stability, increased runoff, and increased flow velocity. Some of the most effective erosion control practices reduce the amount ofmnofferossing a site and slow the flow with check dams or roughened ground surfaces. possible. Ifyou must use water, use just enough to keep the dust down. PAINTING AND APPLIC. q OF SOLVENTS AND ADHESIVES BEST MANAGEMENT PRACTICES FOR THE: PAINTING CLEANUP • Pointers Never clean brushes or rinse • Paperhangers paint containers into a street, • Plasterers gutter, storm dram, or stream. • Graphic artists • Dry wall crews Gmeral • Flwrcocantra installers For water based aims. art • Hors be builders, out brushes to the extent possible, • Developers had rinse to the sanitary sewer. • Sweep up spilled dry materials immediately. Neva attempt to wash them away with water or bury them Keep all liquid paint products and • For oil based pamm, paint out Use ea little water as passible for wastes away from the gutter, street and storm drains. Liquid residues brushes to the extent possible, filter and reuse thmnds and dust control. from arts, thin solver paints, ors, in, solvents. Dispose of excess liquids glues and cleaning fluids are and residue as hazardous waste. • Clean up spills on dirt areas hazardous wastes. When they are by digging up and properly disposing thoroughly ft empty point cane, of contemiated soil. spent brushes, rage, and drop cloths WHAT CAN YOU DO? may be disposed ofas trash. • Report significant spills to Raycie/reuse, leftover paints the appropriate spillresponse whenever passable. agencies immediately. PAINT REMOVAL • Recycle excess water -based pain4 or use up. Dispose of excess STORM DRAIN POLLUTION FROM HEAVY Chemical paint stripping liquid, including sludges, as hazardous waste. EQUIPMENT ON THE CONSTRUCTION SITE residue is a hazardous waste. • Rwso leftover oil -based paint. • C and dustfrommarice Dispose of excess liquid, mcluding Pond maintained vehicles and Lea Y heavy paints apaints comemi ng lead or sludges, as hazardous waste. equipment leaking fuel, oil, tnbutyl tin era hazardous wastes. antifreeze of other fluids on the Dry sweep and dispose of eanatf etkm site are carman wu m appropriately. of storm water pollution. Prevent STORM DRAIN POLLUTION FROM PAINTS, spurs and leaks by isolating . Paint chips and dust fiom non- SOLVENTS, AND ADHESIVES from nmoflehanne and dry. �PlnB d by waera tching for lcakv and other blasting may be swept up and All paints, solvents, and adhesives mainteamce problems. Remove - disposed as trash. contain chemicals that ate harmful construction equipment from the site to the wildlife in our creeks and as soon npossible. . When shipping orcleaning Bay. Toxic chemicals my came from liquid or solid products or from building exteriors with high- cleaningresidueaormga.Itis pressure water, block storm drains. especially important not to clean Wash water onto a dirt area and brushes in an acawhem paint spade into coil. Or, check with the residue cart flow to n gutter, local wastewater treatment authority street, or m storm drain to find ore if you can collect (mop or vaam) building cleaning water and dispose to the sanitary sewer. ROADWORK AND PAVING GENERAL CONSTRUCTION AND SITE SUPERVISION BEST MANAGEMENT PRACTICES FOR STORM ORDINANCE OF THE CITY OF CAMPBELL WATER POLLUTION PREVENTION ESTABLISHING REQUIREMENTS FOR BEST MANAGEMENT PRACTICES FOR THE: BEST MANAGEMENT PRACTICES FOR THE: MATERLALS/WASTLHANDLING STORM WATER POLLUTION CONTROL • Road Crews Neva wash exwss material Crum exposed aggregate macrete or Construction industry . Practice Source Reductioo- In the Sama Clam Valley, storm Spill Response Agencies • Driveructio d atws, parking lot consrmetion emws similar treatments into a street or min:mizr waste when you order drains flow directly to local creeks and San Francisco Bay, with no 1. DW 911 A. Criminal Penalties. Any person who violates my Seal coat contractors storm dmin. Collect and recycle, WHAT CAN YOU DO? materials. Order only the anu ant had to fi¢ish the ob. treatment Storm waterpolhtion is provision of this article shall be guilty of a Operators of or dispose to dirt area Designate on. area ofine site you Y J a serious blew for wildlife No 2. Stem Clara ValleyWater misdemeanor and n conviction themofsball be °n0 Binding equipment • Cover stockpiles (asphalt for , Pn�uB, vehicle refueling, • Use recyclable materials dependant on ore waterways and for polluted( the le who five n�corm District (408 927-07 Compliance Division 408 927417I0. ) punishable by imprisonment fora tam not to Oexceed six or (b) months or by a fine not to exceed SI000 or a machines paving dump tracks sand, era.) and other materials with and routine equipment maintenance. The designated area should be well wheneverpossible. PcoP streams a baykmds. Some common both Each and every violation of very chapter concrete mixer • ors plastic tarps. Protect from minfnll and prevent runoff with away from streams or storm drain • Dispose of all wastes properly. sources of this pollution include spilled oil, fuel, and fluids from vehicles 3. fin vices Office of Emergency Services Warning Center (B00) 852- shall constitute ouparateallboffense. Every day each shall such violation continues stall be m additional • Gmeml contractors Gmenuc oust actors temporary roots or plastic shorts ' inlets,and bermed ifnecessary. site. • Menke major repairs Off site. Man construction materials and Y waytea, including solvents, water- and heavy T550 (M hour). offense. Developer and berms. based paints, vehicle fluids, bmken n debris; landscaping construction debris; Catch drips from paver with . Keep materials out of the min- asphalt and concrete, wood, and cleared vegetation can be recycled nmeff wntaming pesticides u weed sticid killers; and materialse, such n used D. Civil Penalties. Any person who violates my WHAT CAN YOU DO? ' drip pans or absorbent material Prevent runoff wntammation at the source• Cover exposed piles ofmil (See the references list of prom[ oil, antificeza, and paint Local Pollution Control Agencies provision of chapter shall bar civilly liable to the GENERAL BUSINESS PRACTICES (cloth,m era. laced under Bus, ) p machine when not in tau. construction materials with ch11° lens at the back of Blu t le poi or spill into a sue that or storm into a stet or storm dints Santa Office Taxies mthis dayCity or e a h belday! which sum not to exceed $lOOO per day for each day! violation occurs. the viler op imp Develop and lercem Clem up all spills and leaks lactic abcebo or roofs. plastic P B e�anY Barreit rains, sweep rand remove faaClean Bay). Materials that cannot be recycled most be takes to en and Solid Waste Management lid Waft M 408 441-1195 ( ) oftch andevery violationofMrs chapterstallclation a s to a erosion/sediment cwatol plans for using "dry" methods (with absorbent materials from surfaces that drain an appropriate landfill or disposed �mcen valley cities have joined separate offense. Beery day each such violation continues shall bar an additional offeau. embankments materials and/or or di u rain), B P to at= drains, creeks, or of as hazardous waste. Never bury together with Santa Clam County Mid Santa Clam Valley Water District • Schedule meavation and grading and remove contaminated soil elnamaele. warm materials ree a r Meru in the or neara creek or stream the Santa Clam Valley Wass (408) 927-0710 work for dry weather. Collect and recycle or �et District to educate local residents C. Civil Liability. Any parson who violates any Check for and Ieaktng repair appropriately dispose ofexcess pollutants offs 1�P W xposed and businesses and fight storm strain San Jose/Santa Clara Water Pollution provision ofteis chapter shall be civilly liable to the equipment abrasive gravel m sand. surfaces. Plate trash cans and pollution Control Plain City of Campbell for all costs, including attorneys Perfor°majoregidpmeatrepa'us Avoid ova application by water recycling receptacles around the site to minimize litter. STORM DRAIN POLLUTION FROM CONSTRUCTION ACTIVITIES ( 8) 945-5300 Serving Campbell, Cupertino, Las fees, associated with the investigation and remediation oferivironmentol conditions caused by in designated arms at your yard, treks for dust control. Nora: The property ovmer and the Gatos, Milpitas, Monte Serea, San the discharge of pollutants into the Municipal Storm away from the construction site. , Clem up leaks, drips, and Construction sites aro common contractor share ultimate Jose, Santo Clara and Saratoga Drain System or a Watercourse in violation of this ASPHALT/CONCRETE REMOVAL "other spills immediately so they do soumesofstormwaterpollution. responsibility for the activities Mat oceum on a construction site. Sunnyvale WaterPollution Control chapter. • When refueling or contaminate coil or noteve Materials and writes that blowor Owner and contractor may be held Prom be dam, a site, de maintenance must • done on. site, designate a Avoid creating excess dust when breaking asphalt or concrete. re d su rface& or leave residue on paved surfaas wash into a storm drain, gutter a street have a d¢wt ®pact on local responsible for any environmental (406) 730.7270 D. Remedies Cumulative. The remedies provided for to location away from storm drums and • After breaking old be . Never hose down "ditty+' creels and the Bay. Asa damage mused by Me subcontractors or Io ens. sup Y Palo Alta Renal Warta Quality g in this chapter are cumulative and not exclusive and shall be in addition to my and all other remedies creeks. pavement, sure to remove all chunks and pavement or surfaces where materials have spilled Use dry cleanup contractor, site superviur, owns or operator of a site, you may be - Control Plant available to the City of Compbell under State and Do not arse diesel oil to pieces. methods whenever gh responsible any environmental (415) 329-2598 Serving Hest Palo Alm, Los Ahos, Federal Law. lubricate equipment or parts. • Make con broken pavement does to must tau weld, use just enough to Bh damage roused by you subwnhwtors Los Altos Hills, Montain View, Palo Recycle used oil, concrete, not come in contact with rainfall or keep the dust down or employers Alto, and Stanford broken asphal4 era. whenever —off. _ possible. Shovel a vacuum cocoon slurry • Cover end maintain dumpstera. Check fiequnderently for leaks. Place DURING CONSTRUCTION and remove from the site. Cover or barricade storm Main duringcow- d ups or l under roofs greaser with tarps or plastic shorting secured Avoid paving and seal coating cutting if necessary' around the outside M. dominates. in wet weather, or when rain ie ram" • Never hose down sheeb to Never clean a danpsterby hosing it down on the construction forecast before fresh pa cut will Clem up trucked dirt site. have time to cure. Make sure portable toilets are Cover and owl catch basin and in good working order. Check manholes when applying seal coat, STORM DRAIN POLLUTION FROM ROADWORK ft qunly for leaks. slurry seal, fog seal, era. Road paving, surfacing, and pavement Use check dams, ditches, or removal happen right in the snot, berms to divert mooffaroand whereMereare mmerous exavatons. oppomamt. for storm drain contamination by asphalt, ww<uut slurry, or excavated material. Extraplanning is required tostore and dispose of materials Property and guard against pollution of storm drains °rid creeks. SCALE: N.T.S. SHEET: 11