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Home My WebLink About2630 ACUNA CT; ; CB992413; PermitJ(137 1 1/24/1999 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Applicant: SMITH BARRY City of Carlsbad Residential Permit Permit No:CB992413 Building Inspection Request Line (760) 438-3101 2630 ACUNA CT CBAD RESDNTL Sub Type: SFD 215491 1900 $547,330.00 Construction Type: VN Lot #: 0 6 1 4 KAWANO RES-NEW SFD 6210 SF, GAR 840 SF, PATIO 183 SF Reference #: Structure Type: SFD Bathrooms: 5.5 Owner: KAWANO JAY Applied: 06/30/1999 Status: ISSUED Plan Approved: 09/23/1999 Issued: 11/24/1999 Entered By: JM Inspect Area: Orig PC#: Pian ChW m/99 ooo1 01 02 c* 26577.58 Other Building Fee $0.00 MECHANICAL TOTAL $105.00 Pot. Water Con. Fee $0.00 Meter Size Housing Impact Fee Housing InLieu Fee $2,925.00 Add'l Pot. Water Con. Fee $0.00 Master Drainage Fee: $17.50 $0.00 Recl. Water Con. Fee $0.00 Sewer Fee: $0.00 TOTAL PERMIT FEES $27,908.58 FINAL APPROVAL Date: f 2- Of Clearance: NOTICE Please take NOTICE that approval of your project includes the'lmposition'of fees, dedications, reservations, or other exactions hereafter wllectively referred to as "feelexactiins." You have 90 days from the date mii permit was issued to protest imposition of these feeslexactmns. If you protest hem, you must follow me pmtest pmcedures selforth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for praessing in amrdance with Cadsbad Municipal Code Section 3.32.030. Failure to timely follow that pmcedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified feedexactions DOES NOT APPLY to water and sewer wnnedion fees and CapaCtiy feedexactions of which you have previously been given a NOTICE similar to this, or as to which tte statute of limitations has previousiy otherwise expired. changes, nor planning, zoning, grading or other similar application pmcessing or sewice fees in wnnedion with this project NOR DOES IT APPLY to any " CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161 PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 2075 Las Palmas Dr., Carlsbad CA 92009 (760) 438-1161 FOR OFFICE USE ONLY a 3. APPLICANT ~COnVaCtor Agent for Contranor Owner "'8/ngenr for Owner Name 4. PROPERTY OWNER CA 4267A PVn' IGZq HILL ST. F;~A&&ZJE Address 739 -4243 City StateIZip Telephone I .]AT KaklAAb 2% VIA PLAT ., ," . ILL0 KA.iZLSEAf9 CA. qzb0S I Name Address City StateIZip 5. CONTRACTOR. COMPANY NAME Telephone X ISsc. 7031.5 Business and PrOfessionS Code: Any City or County which requires a permit 10 ConPrUCt, alter. ImPrOYe. demolish or repalr any strumwe, prior to its is~umce. a100 requires the applicant for such permit to tile a signed statement that he is licensed pursuant to the provisions Of the Conlractofs Licsnse Law [Chsprsr 9, commending with SBCtlon 7000 of Division 3 of tha Buoiness and Professions Codel or that hn is exempt therefrom. and fhe basis for the alleged 7d 43A&& 6. WORKERS' COMPENSATION Workers' Compensation Declaration: i hereby affirm under penalty of perjury one Of the following decimations: 0 i have and will maintain a cnnificate Of ConsBnt to self-insure for workers' cOmpBnestion as provided by Section 3700 Of the Labor Code. for th8 performance of The work tor Whch this permit is issued. I have and wtll mainfain workers' compensal~on. as required by Section 3700 of the Labor Code. for th0 Pnrformmce of the work for which this permit is issued. My Worker's compeneauon insurance carrier and policy number are: ln~urance Company (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 181001 OR LESS) 0 CERTIFICATE OF EXEMPTION: I Certify that in the performance of the work for which thio permit is issued, i shell not employ any person in any manner IO 8s to become subject to the Workers' Compensation Laws of Califorma. WARNING: Failure 10 secure workem' Compensation coverage is unlawtul. and shall subject an employer to nim1n.l pemI1Ies and civil fines up to one hundred thousand doli". 1$1OO,OOOl. in addition 10 the cost of compen.ation. damages as provided for in Sectlon 3706 of the hbor code. interest and momy's fnr. SIGNATURE DATE 7. OWNER-UUlWR DECIARATION I hereby affirm fhat i am exempt from the Contractor's License Law for the following reason: 0 i, as owner of the propeny or my employees with wages as their sole compensation, will do the work and the Structure is not intended or Offwed tor 1.18 such work hrmself or through hls own employees. provided that such improvements are not Intended or offered for de. If. however, the building or improvement is ISec. 7044. B~slness and Professions Code: The Contractor's License Law doer not apply to an owner of property who builds or improves thereon, and who does Sold wifhln one year of cornpienon, the owner-builder wdl have the burden of proving that he did not build or improve for the purpose of sale). i, 8s owner of the propeny. am exciusivdy contracting woth licensed COntlaCtorr to COnsflUCt the projan ISec. 7044, Businerr and Professions Code: The Contractor's Llcenrs Law does not apply to an owner of plopenv who builds 01 improws thereon, and ContraCtS for such projects wnth contractorls) licensed PursuBnt to fhe Contractor's Llcenre Law). 0 I am exempt under Ssctlon Burinerr and PrOfessmnS Code for this reason: 2. I Ihwe !have not) slgnad an applicalion for a building permit fortha proposed work. 1. I pelsonaliy plan to prowde the major labor and materials for COnstlUCtiOn Of the proposed property improvement. 0 YES ON0 3. I have contracted with the following perron lfirml to provide fhs proposed construction (include name 1 address I phone number I contractors license number): 4. I pian to provide ponions of the work. but I haw hired the following person to coordinate, supervi68 and provide the major work (include name I address I phone number I ContraCtOrS license number): 5. I wlll provide some Of the work. but I have contracted Ihirad) the following persons to provide the work indicated (include name I address I phone nYmbl)r /type of work): PROPERTY OWNER SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDWML BUILDING PERMITS ONLY program under Secr8onr 25505. 25533 or 25534 of Ihe Prerisy-Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the appllcanr or future bullding DCCUpant requlred to submit a business plan, acutely hazardous materials registration form 01 r!sk management and preyention is the applicant 01 future bullding occupant required to obtain a permif from the air poilution control districr or air quality management di~trl~t7 0 YES 0 NO Is the facility to be constructed within 1.000 feet of the outer boundary of a school site? YES 0 NO . - , ,,; ... . , Policy NO. Expiration Date IF ANY OF THE ANSWERS ARE YES. A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SEWICES AN0 THE AIR POLLUTION CONTROL DISTRICT. 8. CONSTRUCTION LENDING AGENCY I hereby afflrm that there is a consfrumion lending agency for the Performance of the work for which this permit is issued ISec. 3097lil Civil Codel 9. APFUCWT CERTIFICATION LENDER'S NAME LENDEWS ADDRESS Dept: Building Engineering Planning CMWD St Lite Plan Check #: Permit #: CB992413 Project Name: KAWANO RES-NEW SFD 6210 SF, GAR 840 SF, PATiO 183 SF Address: 2630 ACUNA CT Contact Person: Phone: Sewer Dist: LC ,Water Dist: CA - Lot: I Fire Date: Permit Type: Sub Type: 0 12/27/2000 RESDNTL SFD ............................................................ Approved: - /Disapproved: ~ Approved: - Disapproved: - Inspected Date By: Inspected: Approved: - Disapproved: - ........................................................................................................................................................... Comments: Cbtf Crrlsbrd Final Building Inspection Dept: Building Engineering Planning CMWD St Llte Plan Check #: Permit #: Project Name: Address: Contact Person: Sewer Disk CB992413 KAWANO RESNEW SFD 6210 SF, GAR 840 SF, PATIO 183 SF 2630 ACUNA CT LARRY Phone: 7608031223 LC Water Dirt: CA Lot: f -ire Date: Permit Type: Sub Type: 0 7 12/7/2000 RESDNTL SFD Inspected By: inspected: lZ/do Approved: - Disapproved: J om Date Inspected ,g& Date By: Inspected: 7h Approved: Disapproved: - Inspected Date By: Inspected: Approved: __ Disapproved: - Dept: Building Englneering PIWnfng CMWD St Lite Fire Plan Check #: Date: 12/7/2000 Permit 1: CB992413 Permit Type: RESDNTL Project Name: KAWANO RES-NEW SFD SubType: SFD 6210 SF, GAR 840 SF, PATIO 183 SF Address: 2630 ACUNA CT Lot 0 Contact Person: LARRY Phone: 7608031223 Sewer Dist LC Water Dist: CA .......... I ............. ..... I... .......... ..... I... ......... ......... .... . ...... 11.1 ......*...... I..,... ..... , ..... .. I...... ........ I...,....... ........ . Inspected Date By: Inspected: Approved: ~ Disapproved: - Inspected Date By: Inspected: Approved: ___ Disapproved: - Inspected Date By: Inspected: Approved: __ Disapproved: ~ Inspection List Permit#: CB992413 Type: RESDNTL SFD Date Inspection Item . ~~ Inspector Act 5/23/2000 16 Insulation 5/23/2000 16 511 8/2000 14 5/18/2000 84 5/16/2000 14 5/15/2000 14 4/21/2000 16 4/18/2000 13 4/6/2000 13 4/6/2000 32 4/5/2000 34 4/5/2000 68 4/3/2000 47 3/15/2000 13 3/13/2000 15 3/13/2000 16 3/9/2000 34 3/2/2000 15 2/29/2000 34 2/29/2000 68 1/14/2000 22 12/20/1999 11 12/17/1999 11 121 6/1999 1 1 12/16/1999 24 12/9/1999 21 12/8/1999 21 Insulation FramelSteeVBoltingMIeldin Rough Combo Frame/Steel/BoltingNeldin Frame/SteeVBoltingNVeldin Insulation Shear Panels/HDs Shear Panels/HDs Const. Service/Agricultural Rough Electric Fireplacefrie Straps Fireplace/Chimney Shear Panels/HDs RooWReroof Insulation Rough Electric Roof/Reroof Rough Electric Fireplacefrie Straps SewerNVater Service FtgIFoundationlPiers FtglFoundationlPiers Ftg/Foundation/Piers Roughfropout UndergroundNnder Floor UndergroundIUnder Floor PD PD PD -_ DM DM DM DM DM DM DM DM DM DM DM DM DM DM PS DM DM DM DM DM DM AP RI RI AP co NS AP AP NR AP AP AP AP PA AP PA AP PA AP co AP AP co AP AP AP AP KAWANO RES-NEW SFD 6210 SF, GAR 840 SF, PATIO 183 SF Comments .~~~~~~~~~~~ RESET FOR 5/16/2000 AT DOUBLE WALL SHEAR IST LIFT GAME ROOM CEILING DONE ON 12/8/99 Thursday. June 01.2000 Page 1 of 1 UNSCHEDULED BUILDING INSPECTION DATE - 14- (30 INSPECT0 PERMIT # 9 Q,>y. 'A PLAN CHECK # JOB ADDRESS X,Tn '&p.bn- (Ib " DESCRIPTION CODE DESCRIPTION ACT COMMENTS City of Carlsbad Bldg For: 12/22/2000 Permit# CB992413 Title: KAWANO RES-NEW SFD Description: 6210 SF, GAR 840 SF, PATIO 183 SF Type: RESDNTL Sub Type: SFD Job Address: 2630 ACUNA CT Suite: Location: APPLICANT SMITH BARRY Owner: KAWANO JAY Remarks: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Lot 0 Act Comments Inspection Request Inspector Assignment: PD Phone: 7608031223 Inspector: & Requested By: LARRY Entered By: CHRISTINE Associated PCRs Date Description lnsoection Historv 12/7/2000 6/8/2000 5/23/2000 511812000 5/16/2000 4/21/2000 5/15/2000 4/18/2000 4/6/2000 4/6/2000 4/5/2000 4/5/2000 41312000 3/15/2000 3/13/2000 3/13/2000 89 Final Combo 82 Drywall/Ext LatMGas Test 16 Insulation 84 Rough Combo 14 Frame/Steel/BoltingMlelding 14 FramelSteeWBoltingNIding 16 Insulation 13Shear Panels/HD's 13 Shear Panels/HD's 32 Const. Selvice/Agriwltural 34 Rough Eledric 68 Fireplacemie Straps b7 Firepiacelchirnney 15 RooWReroof 13Shear Panels/HD's 16 Insulation Act lnsp Comments CO PD SEE ATTACHED NOTICE AP PD AP PD AP PD CO PD NS - RESET FOR 5/16/2000 AP DM AT DOUBLE WALL SHEAR AP DM AP DM NR DM AP DM AP DM AP DM 1ST LIFT PA DM AP DM PA DM * City of Carlsbad Bldg For: 12/7/2000 Permit# CESS2413 Title: KAWANO RES-NEW SFD Description: 6210 SF, GAR 840 SF, PATIO 183 SF Type: RESDNTL Sub Type: SFD Job Address: 2630 ACUNA CT Suite: Lot 0 Location: APPLICANT SMITH BARRY Owner: KAWANO JAY Remarks: Total Time: Inspection Request Inspector Assignment: PD Phone: 7608031223 Requested By: LARRY Entered By: CHRISTINE CD Description Act Comments 19 Final Structural 60 29 Final Plumbing 39 Final Electrical 49 Final Mechanical I I Associated PCRs InsDection History 6/8/2000 82 DrywalVExl Lath/Gas Test Date Description Act insp Comments 5/23/2000 16 Insulation AP PD 511812000 &I Rough Combo AP PD 5/16/2000 14 Frame/Steel/BoltingNlding CO PD Y15/2000 14 Frame/Steel/Boltingiding NS -- RESET FOR 5/16/2000 4/18/2000 13 Shear Paneis/HD's 4/21/2000 16 Insulation AP DM AT DOUBLE WALL SHEAR AP DM 4/6/2000 13 Shear PanelsIHD's 4/6/2000 32 Const. Service/Agriculturai AP DM NR DM 4/5/2000 34 Rough Electric AP DM 4/5/2000 68 Fireplacefrie Swaps AP DM 4/3/2000 47 Fireplace/Chimney 3/15/2000 13 Shear Paneis/HD's AP DM 1STLlFT PA DM 3/13/2000 15 Roof/Reroof AP DM 3/13/2000 16lnsulation 3/9/2000 34 Rough Electric AP DM GAME ROOM CEILING PA DM AP PD CITY OF CARLSBAD . N30TICE (760) 602-2700 RE-INSPECTION FEE DUE? L_-I YES rn PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER @ City of Carlsbad Bldg Inspection Request For: 511 612000 Permit# CB992413 Title: KAWANO RES-NEW SFD Description: 6210 SF, GAR 840 SF, PATIO 183 SF Type: RESDNTL Sub Type: SFD Job Address: 2630 ACUNA CT Suite: Lot 0 Location: APPLICANT SMITH BARRY Owner: KAWANO JAY Remarks: Inspector Assignment: DM Phone: 7608031223 Inspector‘ 4Zk Total Time: Requested By: RESET FROM MONDAY Entered By: CHRISTINE CD Description Act Comments 14 FramelSteellBoltingMelding Associated PCRs 5/15/2000 Date 4/21/2000 4/6/2000 4/18/2000 4/5/2000 4/6/2000 4/5/2000 4/3/2000 3/15/2000 3/13/2000 3/13/2000 3/9/2000 2/29/2000 3/2/2000 2/29/2000 1/14/2000 12/20/1999 12/17/1999 12/16/1999 12/16/1999 12/9/1999 1 2/8/1999 Description InsDection History 14 FramelSteel/BoltingNlding NS -- RESET FOR 5/16/2000 IGlnsulation AP DM AT DOUBLE WALL SHEAR 13 Shear PaneWHD’s AP DM 13 Shear Paneis/HD’s NR DM 32 Const. ServicelAgricultural AP DM 34 Rough Electric AP DM 68 Fireplacerria Straps AP DM 47 Fireplace/Chimney AP DM ISTLIFT I3 Shear Panels/HD’s PA DM 15 RooflReroof AP DM 16 insulation PA DM 34 Rough Electric AP DM GAME ROOM CEiLlNG 15RooflReroof 34 Rough Electric AP DM 68 FirepiacelTie Straps CO DM 22 Sewerwater Service AP PS 11 Ftg/Foundation/Piers AP DM 11 Ftg/Foundation/Piers CO DM 11 FtglFoundationlPiers AP DM 24 RoughITopout AP DM 21 Underground/Under Floor AP DM DONEON 12/8/99 21 Underground/Under Floor AP DM Act lnsp Comments PA DM CORRECTIO'N NOTICE MISCELLANEOUS 0 PLENUM AND DUCTS 0 COMBUSTION AIR 0 CONDITIONED AIR SYSTEMS 0 SOLAR 0 GRADING 0 POOL 0 OTHER . -c TIME: C' I/, /b-l DATE J INSPECTOR I 'a CITY OF CARLSEAD ' BUILDING INSPECTION DEPARTMENT " '" PHONE-43&3550, .L Note: Final Inspection Required ., . "."""~r"rs~-I-.""~sprzLyrsur"~~u~ .. . City of Carlsbad Bldg Inspection Request For: 4l6l2QQO Permit# CB992413 Title: KAWANO RES-NEW SFD Description: 6210 SF, GAR 840 SF, PATIO 183 SF Inspector Assignment: DM Type: RESDNTL Sub Type: SFD Job Address: 2630 ACUNA CT Suite: Lot 0 Location: APPLICANT SMITH BARRY Owner: KAWANO JAY Remarks: SHEAR ACROSS FROM FIREPLACE & F.P. TIES Phone: 7608031223 Inspector: w Total Time: Requested By: LARRY BUlTS Entered By: CHRISTINE CD Description Associated PCRs Date Description lnsoection History Act lnsp Comments 4/3/2000 47 FireplacdChimney 3/15/2000 13Shear PaneldHDs 3/13/2000 15Roof/Rerwf 3/9/2000 34 Rough Eledric 3/13/2000 16 Insulation 3/2/2000 15 Rwf/Remof 2/29/2000 34 Rough Electrlc 2/29/2000 68 Fireplacenie Straps 1/14/2000 22SewerNYater Service 12/20/1999 11 FtgIFoundatiMien 12/17/1999 11 FWFoundationPiers 12/16/1999 11 FtgIFoundatidPIers 12/18/1909 24RougivTopout 12/9/1999 21 Underground/Under Flwr 12/8/1999 21 Undergmund/Under Flwr AP DM ISTLIFT AP DM PA DM AP DM GAME ROOM CEILING PA DM AP DM PA DM AP PS CO DM AP DM CO DM AP DM AP DM AP DM DONEON 12/8/99 AP DM . CITY OF CARLSBAD NOTICE BUILDING DEPARTMENT (760) 602-2700 1635 FARADAY AVENUE FOR INSPECTION CALL (760) 6029725. RE-INSPECTION FEE DUE? 0 YES PHONE CODE ENFORCEMENT OFFICER @ r City of Carlsbad Inspection Request For: 1211 7/1999 Permit# CB992413 Inspector Assignment: DM Title: KAWANO RES-NEW SFD Description: 6210 SF, GAR 840 SF, PATIO 183 SF Type: RESDNTL Sub Type: SFD Job Address: 2630 ACUNA CT Suite: Lot 0 Location: APPLICANT SMITH BARRY Owner: KAWANO JAY Remarks: Phone: 7608031223 Inspector: e% Total Time: Requested By: LARRY Entered By: BARBARA CD Description 11 Ftg/Foundatlon/Piers Associated PCRs Date Description lnsoection History Ad Insp Comments 12/9/1999 21 Undergrwnd/Under Flwr AP DM DONEON 12/8/99 12/8/1999 21 Underground/Under Flwr AP DM - ::;'" , . L ? NOTICE OF FOOTING EXCAVATION OBSERVATION % I . \*, OWNER OR CON'T'RACTOR I' I,drlAf b OWNER'S ADDRESS DATE FOOTINGS OBSERVED llr!/?/v r- .&. -4 . OF :FOOTINGS OR CAISSONS ~/' I - - .DESCRIPTION OF FOOTINGS OR CAISSQ#S COVERED BY THIS NOTICE: THE UNDERSIGNED HAS OBSERVED 'THE FOOTING AND/OR CAISSON EXCAVATIONS LISTED ABOVE ON THE REFERENCED PROPERTY AND PORT AND THE BUILDING CODE OF IN ACCORDANCE WITH OUR RECOMMENDATIONS THE I FORM 0812 / ,/ EsGil Corporation - 7 In Tartncrsfiip witfi &wcmnunt for Bui&finflSafcty DATE: September 21,1999 0 APPLICANT JURISDICTION: Carlsbad P PLAN REVIEWER <gGiS> 0 FILE PLAN CHECK NO.: 99-2413 SET I11 PROJECT ADDRESS: 2630 Acuna Ct. PROJECT NAME: SFD for Jay Kawano 0 The plans transmitted herewith have been corrected where necessary and substantially comply I with the jurisdiction's building codes. IXI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified in the attached list are resolved and checked by building department staff. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. 0 The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. 0 The applicant's copy of the check list has been sent to: IXI Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: 1 Fax #: .. By: Sergio Azuela Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 911 3 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 A- f Carlsbad 99-2413 111 September 0 21, 1999 /DW Provide a letter from the soils engineer confirming that the oundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are Droperlv incorpmated into the const documents (required by the soil report page .. - 20). 0 Soluble sulfate test type of cement for the concrete in contact with the natural ground 0 Specify truss identification numbers s. Missing Girder truss above Wet Bar and Trusses above Bedr All sheets of plans shall be sealed and signed by the -.' record. . EsGil Corporation 7 - Zn Partnership with government for Brrilding Safety DATE: August 20,1999 JURISDICTION: Carlsbad PLAN CHECK NO.: 99-2413 PROJECT ADDRESS: 2630 Acuna Ct. SET I1 a’ 0 PLAN REVIEWER 0 FILE PROJECT NAME: SFD for Jay Kawano ~ .. 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction’s building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction’s building codes when minor deficiencies identified below are resolved and checked by building department staff. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 0 The applicant‘s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. [XI The applicant’s copy of the check list has been sent to: Barry Smith 2362 Huffstatler St., Fallbrook, CA 92028 [XI Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: 1 Fax #: Mail Telephone Fax In Person 0 REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation GA [XI MB 0 EJ 0 PC 811 2 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 San Diego, California 92123 + (858) 560-1468 Fax (858) 560-1576 . Carlsbad 99-2413 I1 August 20,1999 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 99-2413 PROJECT ADDRESS: 2630 Acuna Ct. SET: I1 U DATE PLAN RECEIVED BY ESGIL CORPORATION: 8/12 DATE RECHECK COMPLETED: August 20, 1999 Y: Sergio Azuela ~ .. R FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit two new sets of prints to: Esgil Corp. or to the bldg. dept. of the juris. B. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. C. The following items have not been resolved from the previous plan' reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. D. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? OYes ONo Carlsbad 99-2413 I1 August 20,1999 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commerciallindustrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculationslreports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438-1 161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculationslreports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA-92123, (858) 560-1468. Deliver all remaining sets of plans and calculationslreports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 10. From the soils report provided: 0 The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a)' The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, c) The foundation excavations, the soils expansive characteristics and and bearing capacity conform to the soils report." 0 Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (required by the soil report page 20). 0 Soluble sulfate test results and type of cement for the concrete in contact with the natural ground shall be provided. 13. Specify truss identification numbers on the plans. Missing Girder truss above Wet Bar and Trusses above Bedroom # 3. . Carlsbad 99-2413 I1 August 20,1999 15. From the electrical single line diagram: + PLAN REVIEWER: MORTEZA BEHESHTI I. 2. 3. 4. 5. 6. 7. Submit, complete residential service load calculations. NEC 220. Indicate the total load demand on the service. Show the location of both panels. NEC I IO-16,240-24,300-21. Submit complete panel schedule(s), including the main panel, and show overcurrent protection sizes. NEC 240-3 Provide GFI protected receptacle(s) at the following locations: NEC 210-8 a) Outdoor receptacle near barbecue. b) Bathroom #3 receptacle. Specify, four wire outlets for 120/240 volt, (dryers, ranges, cooktops, and ovens). NEC 250-60 Specify dedicated, 20 ampere circuits for all bathrooms. NEC210-52 Note: If you have any questions regarding this electrical plan review list please contact Mortera Beheshti at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. 20. Show on the Title Sheet on the plans, the information required by the attached Developmental Services Sheet 4797. If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. I THE.INFORMATION LISTED BELOW MUST BE SHOWN ON THE TITLE SHEET OF THE PLANS" SITE ADDRESS LEGAL DESCRIPTION ASSESSORS PARCEL NUMBER PROPERTY OWNER DETAILED DESCRIPTION OF WORK QUANTITY OF GRADING IN CUBIC YARDS CONTACT PERSON - NAME AND DAYTIME PHONE NUMBER BELOW, PLEASE CIRCLE ANY PLANNING COMMISSION OR CITY COUNCIL ACTION ON THIS PROPERTY: VARIANCE CONDITIONAL USE PERMIT TRACT OR PARCEL MAP PLANNED DEVELOPMENT REDEVELOPMENT PERMIT SITE DEVELOPMENT PLAN SPECIFIC PLAN 2075 Las Palrnas Dr. Carlsbad. CA 92009-1576 - (619) 438-1161 - FAX (619) 438-0894 @ 8797 I 3 EsGil Corporation - - Zn Tartncrsfiip wid ~ovcrnmcnt for Buicdng Safety DATE: July 15, 1999 JURISDICTION: Carlsbad PLAN CHECK NO.: 99-2413 PROJECT ADDRESS: 2630 Acuna Ct. SET I 0 PIAN REVIEWER 0 FILE PROJECT NAME: SFD for Jay Kawano 0 The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 0 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 0 The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. 0 The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Barry Smith 2362 Huffstatler St., Fallbrook, CA 92028 Esgil Corporation staff did not advise the applicant that the plan check has been completed. 0 Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: 1 Fax #: Mail Telephone Fax In Person 0 REMARKS: By: Sergio Azuela Enclosures: Esgil Corporation 0 GA 0 MB 0 EJ 0 PC 711 tmsmU.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 Fax (858) 560-1576 Carlsbad 99-2413 July 15,1999 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 99-2413 JURISDICTION: Carlsbad PROJECT ADDRESS: 2630 Acuna Ct. FLOOR AREA: Dwelling 6,2 10 SF STORIES: 2 Garage 840 SF Patio covered 138 HEIGHT: 23 FT REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: 6/30/99 ESGIL CORPORATION: 7/1 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Sergio hela COMPLETED: July 15,1999 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with Title 24 and the following model codes: 1994 UBC (effective 12/28/95), 1994 UPC (effective 12/28/95), 1994 UMC (effective 2/23/96) and 1993 NEC (effective 12/28/95). The above regulations apply to residential construction, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. T@ correction item has been addressed, i.e.. Dlan sheet number. snecification section. etc. Be sure to enclose the marked UD list when vou submit the revised Dlans. Carlsbad 99-2413 July 15, 1999 PLANS 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commerciallindustrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculationslreports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438-1 161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculationslreports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Provide a statement on the Title Sheet of the plans that this project shall comply with Title 24 and the 1994 UBC, UMC and UPC and the 1993 NEC. 3. On the cover sheet of the plans, specify any items that will have a deferred submittal (elevator, etc.). Additionally, provide the following note on the plans, per Sec. 106.3.4.2: “Submittal documents for deferred submittal items shall be submitted to the architect or engineer of record, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official.” FIRE PROTECTION 4. Show locations of permanently wired smoke detectors with battery backup: a) In rooms adjacent to hallways serving bedrooms, when such rooms have a ceiling height 24 inches or more above the ceiling height in the hallway. Entry ceiling. NOTE: Detectors shall sound an alarm audible in asleeping areas of the unit. Section 310.9.1. Carlsbad 99-2413 July 16,1999 EXITS, STAIRWAYS, AND RAILINGS 5. 6. 7. 8. 9. 10. Guardrails (Section 509.1): a) Shall be detailed showing adequacy of connections to resist the horizontal b) Openings between railings shall be less than 4". The triangular openings force prescribed in Table 16-B. formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6. Provide stairway and landing details. Sections 1006.3, 1006.15 and 1006.2. a) Minimum run is 1 I". When the stairs serves less than 10 occupants, or serves an unoccupied roof, run may be 9 minimum. Please clearly show the run dimensions at the interior stainvay detail on sheet IO. b) Minimum width is 36". Please clearly show the wldth dimensions on the plans. ROOFING Specify on the plans the following information for the roof materials, per Section 106.3.3: a) ICBO approval number, or equal. Provide skylight details to show compliance with Sections 2409 and 2603, or specify on the plans the following information for the skylight(s), per Section 106.3.3: a) Manufacturer's name. b) Model namelnumber. c) ICBO approval number, or equal. GARAGE AND CARPORTS Garage requires one-hour fire protection on the garage side of walls and ceiling common to the dwelling. Table 3-8, Section 302.4. Please clearly show on plans the fire protection between the floor of the Game Room and the Garage, also between the exterior walls of the Game Room and the Garage attic. FOUNDATION REQUIREMENTS Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. Required by the City. Carlsbad 99-2413 July 15,1999 11. 12. 13. 14. 15. 16. 17. 18. 19. 20. Investigate the potential for seismically induced soil liquefaction and soil instability in seismic zones 3 and 4. This does not apply to detached, u- &y dwellings. Section 1804.5 Per soils report, note on the plan the soils classification, whether or not the soil is expansive and note the allowable bearing value. Section 106.3.3. FRAMING Specify truss identification numbers on the plans. MECHANICAL (UNIFORM MECHANICAL CODE) Show the size and type of all heating and cooling appliances or systems. ELECTRICAL (NATIONAL ELECTRICAL CODE) Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. ENERGY CONSERVATION Show the make, model, type and efficiency of the space heating (or cooling) system. CARLSBAD S.F.D. 81 DUPLEX SUPPLEMENT New residential units must be pre-plumbed for future solar water heating. Note that two roof jacks must be installed where the water heater is in the one story garage and directly below the most south facing roof (Ci Ordinance No. 8093). Note that two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). All piping for present or future solar water heating must be insulated when in areas that are not heated or cooled by mechanical means (city policy). Show on the Title Sheet on the plans, the information required by the attached Developmental Services Sheet 4797. Carlsbad 99-2413 July 16,1999 21. All new residential buildings, including additions, require a soils report. Please submit two copies. Exception: If a room addition is limited to one story and 1000 sq. ft. in area, then a soils report is not required. Esgil Corporation will advise the City to place their soils notice stamp on the plans. MISCELLANEOUS 22. Please Elevators shall be enclosed in a one-hour shaft. Section 71 1. 23. Every opening into an elevator shaft enclosure shall be protected by a self-closing fire assembly having a one-hour fire rating in one-hour shafts. Section 71 1.4. 24. Doors other than the hoistway door and the elevator car door are prohibited at the point of access to elevator car, except doors readily openable from the car side. Section 3007. 25. Provide complete information for the elevator installation, including all structural calculations that may be required for cable supports, etc. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, Le., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes 0 No 0 The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Sergio Azuela at Esgil Corporation. Thank you. Carlsbad 99-2413 July 15, 1999 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 99-2413 PREPARED BY Sergio Azuela DATE: July 16,1999 BUILDING ADDRESS: 2630 Acuna Ct. SFD for Jay Kawano BUILDING OCCUPANCY: R-3 & U-1 TYPE OF CONSTRUCTION: VN 1 BUILDING PORTION VALUE TOTAL VALUE 0 199 UBC Building Permit Fee Bldg. Permit Fee by ordinance: $ 2,163.88 0 199 UBC Plan Check Fee [XI Plan Check Fee by ordinance: $ 1,406.52 Type of Review: Complete Review 0 Structural Only 0 Hourly 0 Repetitive Fee Applicable 0 Other: Esgil Plan Review Fee: $ 1,125.21 Comments: Sheet 1 of 1 macvalue.doc 5186 .& CJVUk cT BUILDING PLANCHECK CHECKLIST DATE: PLANCHECK NO.: CB mgL//3 BUILDING DD ESS: PROJECT DESCRIPTION: < TFR ASSESSORS PARCEL NUMBER: 215 - ys/ d /9 EST. VALUE: ENGINEERING DEPARTMENT APPROVAL DENIAL The item you have submitted for review has been approved. The approval is based on plans, information andlor specifications provided in your submittal; therefore any changes to these items after codes and standards. Submit corrected plans andlor this date, including field modifications, must be specifications to this office for review. reviewed by this office to insure continued carefully all comments attached, as failure to comply conformance with applicable codes. Please review with instructions in this report can result in suspension of permit to build. Right-of-way permit is required prior to construction of the following improvements: Name: JOANNE JUCHNIEWICZ City of Carlsbad 0 Dedication Checklist 0 Improvement Application Address: 2075 Las Palmas Dr., Carlsbad, CA 92009 0 Improvement Checklist Phone: (619) 438-1161. ext. 4510 CFD INFORMATION Future Improvement Agreement 0 Grading Permit Application 0 Grading Submittal Checklist Parcel Map No: Lots: ci Right-of-way Permit Application Recordation: Right-of-way Permit Submittal Checklist Carlsbad Tract: Sewer Fee Information Sheet A-4 and Information Sheet *‘-W?WC+sI~~.Fm(QarIsbad, CA 92009-1576 - (760) 438-1161 - FAX (760) M.1-69 BUILDING PLANCHECK CHECKLIST SITF PLAN yxq3&/ 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow xisting & Proposed Structures Existing Street Improvements 2. Show on site plan: @ Drainage Patterns c~ys * 1. Building pad surface drainag 2. ADD THE FOLLOWING NOTE: ”Finish grade will provide a minimum positive percent towards an adjoining street or an approved drainage course. 3. Include on title sheet: C. Legal Description For commercialhndustrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing. warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION 0 0 DISCRETIONARY APPROVAL COMPLIANCE P 0 4a. Project does not comply with the following Engineering Conditions of approval for Project No. ~ ~~ 0 0 4b. All conditions are in compliance. Date: 2 I. BUILDING PLANCHECK CHECKLIST DEDICATION REQUIREMENTS P 5. Dedication for all street Rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 %" x 11" plat map and submit with a title report. All easement documents must be approved and application form and submittal checklist for the dedication process. Submit the signed by owner(s) prior to issuance of Building Permit. Attached please find an completed application form with the required checklist items and fees to the Engineering Department in person. Applications a be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS 0 6a. All needed public improvements upon and adjacent to the building site must be constructed at time of buildina construction whenever the value of the construction exceeds $ Section 18.40.040. " , pursuant to Carlsbad Municipal Code Public improvements required as follows: ~~~ ~ Attached please find an application form and submittal checklist for the public appropriate improvement plans and submit them together with the requirements improvement requirements. A registered Civil Engineer must prepare the on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: 0 0 P 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $ so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: 3 L f .- , '. j, BUILDING PLANCHECK CHECKLIST qsw 2nd' 3"' a a 0 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: 0 0 0 6d. No Public Improvements required. SPECIAL NOTE: Damaaed or defective 7 of the Citv lnsoector orior to occuoancy. G- The conditions that invoke the need for a grading permit are found in Section 11.06.030 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). a 7b. Grading Permit required. A separate grading plan prepared by a registered Civil attached. /q Engineer must be submitted together with the completed application form 7. Dlhm d3-5sA Cbpd * @JIyb xx d Grading Inspector sign off by: Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even p a"i &+" d33A O-&* if a rading perrn't is ot required.) 0 a 0 7d.No Grading Permit required. 0 0 0 7e.lf grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 8. A RIGHT-OF-WAY PERMIT is required to do work in City Rightof-Way and/or private work adjacent to the public Right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tieing into public storm drain, sewer and water utilities. Right-of-way permit required for: Po P 9. A SEWER PERMIT is required concurrent with the building permit issuance. The fee is noted in the fees section on the following page. (@ACA-- 10. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad. CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension 153, for assistance. Industrial Waste permit accepted by: Date: 11. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. ;M. r/ Required fees are attached 0 No fees required 13. Additional Comments: efo P 5 RL I- ~ ENGINEERING DEPARTMENT . FEE CALCULATION WORKSHEET v- stimate based on unconfirmed information from applicant. Calculation.based on building plancheck plan submittal. Address: &no ,h- C-T Bldg. Permit No. CB9$&7;//3 Prepared by: Date: 7(&,/% Checked by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: STR sQ. Ft./Units: EDU's: \ Types of Use: Sq. R.IUnits: EDU's: AD&2MCULATIONS; List types and square footages for all uses. Types of Use: 5 Fa Sq. Ft./Units: ADT's: I Types of Use: Sq. Ft./Units: ADPs: FFES REOUIRFD; WITHIN CFD: OYESjno bdga & thoroylhfara fee in District #I. reduced Traffic Impact Fee) 6 1. PARK-IN-UEU FEE PARK AREA & I: I/ / LcluTlEs MANAGEMENT FEE ZONE L FEENNIT X NO. UNITS =o ,& 2. TRAFFIC IMPACT FEE ADT'sAJNITS: ! X FEE/ADT:B>O =$ . 830 TRANSPORTATION ADT'S x $10 =$ *d 3. BRIDGE AND THOROUGHFARE FEE (MST. #I- DIST. 12 - DIST. 13 -) ADT'sNNITS: I X FEE/ADT: 5.3 6 E$ 330 UNITISQ.~.: 1 x FEUSQ..FT.NNIT: 3rn =$ 310 & 5. SEWER FEE PERMIT No. EDU's: X. FEOEW: =t Leu& BENEFIT AREA: DRAINAGE BASIN EDU's: X FEEEDU *T '4 ER LATERAL ($2,500) =$ ,GY 7. DRAINAGE FEES PLDA : HIGH ROW / ACRES .so X FEEIAC 3.5 =8 I7LST) ...,., , .% TOTAL OF ABOVE FEES*: 8 I 72 7.. 5'0 *NO= Thb~~~.h..tb~.complae&tofalf..rwhkh~~b.~. Dedlcations and Improvements may also be required with Building Permits. I , .' PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST bL $2 Plan Check NO. C6 392~ 3 Address 2-45 0 A - b- q 7 Planner BO"- Phone (619) 438-1 161, extension = 4329 ,? qd APN: ~,~-~*-~ Y* i Type of Project & Use: A~Q J j=9 Net Proje& Density: DUIAC Zoning: PC- General Plan: 1z.L Facilities Management Zone: 6 CFD linlnwtl #,, Date of participation: Remaining net dev acres: ci,ons so's z:g (For non-residential development: Type of land used created by this permit: 1 ~awnd: kem Complete @ Item Incornplate - Needs your action Environmental Review Required: YES - NO x TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: 6 Discretionary Action Required: YES - NO x TYPE APPROVAURESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: @ & 0 Coastal Zone AuessmentlCompliance Project site located in Coastal Zone? YES- NOA CA Coastal Commission Authority? YES- NOL If California Coastal Commission Authority: Conran them at - 3111 Csrnino Dal Rio North, Suite 200, San Diago CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): Coastal 'Permit Determination Form already completed? YES- If NO, cornpleta Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: 1) Stamp Building Plans as 'Exempt' or 'Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Penit Determination Log as needed. NO- ti UDU lnclusionary Housing Fw mqu-md: YES g NO- Data Entry Completed? YES & NO (Effectwe dare of lncluriomry Houstng Ordinance - May 21, 1 93.) (APIDs, Activity Maintenance. enter CBI, olbar. SCWN. Housing has, Caa~ Housing YIN. Enter Fee, UPDATE!I - Site Plan: 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of-way width, dimensional setbacks and, existing topographical lines. 2. Provide legal description of property and assessor's parcel number. Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Required 20' Shown 3 7' Required rn ' Shown /Y Required Shown Required 2n' Shown zr' 2. Accessory structure setbacks: Front: Required Shown ".- Interior Side: Required "-St&Gn Street Side: Shown Shown Shown 3. Lot Coverage: Required 440 Shown 22% 4. Height: Required 30' Shown Uf 5. Parking: Spaces Required 2 Cat@p. Shown 3 CN. q~. " - Guest Spaces Required Shown OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER CITY OF CARLSBAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE PROJECT INSPECTOR: G. r%odwn DATE: I\ /L3/?9 PROJECTID POqq-Io. 7Cxb Au-C+. GRADING PERMIT NO. 99ooScI , LOTS REQUESTED FOR RELEASE: L0.t S4 NIA = NOT APPLICABLE 4 = COMPLETE or UMCIXPW~ 1. Site access to requested lots adequate and logically grouped 2. Si erosion contrul measures adequate. 3. Overall site adequate for health, safety and welfare of public. 4. Letter of request for partial rdeass submitted 5. 8%” x 11” site plan (attachment) showing requested lots submitted. 6. Compaction report from soils engineer submitt&. 7. Engineer of work certifcation of work done and pad elevations. 8. Geologcc engineef’s letter if unusual geologc or subsurface conditions exist. ‘1 J. 1 19. Project conditions of approval checked for conflicts 10. Fire hydrants within 500 feet of building combustibles and all weather roads access to site. Partial release of grading for the above stated lots is apprwed for the purpose of building permit’ issuance. Issuance of building permits is still subject to all normal Ci requirements required pursuant to the building permit process. n Partial release of the site is denied for the following reasons: ProjeQt Inspector Date Senior’lnspector -. PA& 1 OF 108 1.0 DESCRIPTION .-ANALysrs OF A TWO STORY RESIDENCE: m DESIGNER /CONTRACTOR : , .,. 2.0 DESIGN CRITERIA 'F. GOVERNING CODE 1994 UNIFORM BUILDING CODE la, "*". SEISMIC ZONE 4, V = (ZICRW) W = ,183 W WIND ZONE 70 MPH, EXPOSURE C I 2.1 MATERIAL. PROPERTIES : FRAMING - DOUGLAS FIR-LARCH GRADE, UNLESS NOTED OTHERWISE RAFTERS & JOISTS .................................. ;....NO. 2 RIDGES ........................................................... NO. 2 HEADERS & POSTS NO. 1 '* 0 ....................................... STUDS ............................................................. C.ONSTRUCTION HIPS & VALLEYS ....................................... :...NO. I I BEAMS ............................................................ SELECT STRUCTURAL, GLULAMS - SIMPLE SPAN ........................... 24F 7 V4 DFDF CANTILEVER ........................... 24F * V8 DF/DF ANCHOR BOLTS - A307 CONCRETE .. - 2500 PSI AT 28 DAYS - SLAB ON GRADE FOOTINGS I GRADE BEAMS REINFORCfNG - #3THRU#SGRADE40 ' , #6 AND LARGER G~ADE 60 I. b' son. - WOWABLE BEARING loo0 PSF PER UNIFORM BUILDING CODE: RETAIk4ING WALLS 30 PSF EQUIVALENT FLUID PRESSURE .. 4. FOUNDATION WALLS 50 PSF EQUIVALENT FLUID PRESSURE MASONRY - f ' m'.= 1500 PSI NO SPECIAL INSPECTION : MORTARTYPE S GROUT 2000 PSI AT 28 DA& I MANNING ENGINEERING,~IN~ CIVIUSTRUCTURAL CONSULTANTS 41892 ENTERPFSE CIRCLE SO. STE. E TEMECULA CA 92590 (909)676-1844 Fe(909)694-6026 1. Project 908 I. .. 1 3.0 .LOADS ROOF :DL ROOFING TILE. .. i ................ .;. .lo. 0 PSF FELT.. .................... 1.. ...... .:. . -1.0 ,PSF PLYWOOD ............................. 1.5 PSF MLSC ...............................O.S~PSF ,, M RAFTERS.. ................... ./. . .2..0, PSF ~ 15.0 PSF LOAD TO RAFkER WALLS I , FLO~R ., 2X JOIST ........................... 1.0 PSF ; INSULATION .....:....................I. O.PSF ELECTRICAL AND MECHANICAL .......... 0.5 PSF .. fYPS UM ............................. 2.5.PSF : " 20.0 PSF TOTAg ROOF . . .- ROOF LrvE LOAD = 20 PSF FOR 3/12 PITCH OR LESS = 16 P&F FOR 4/12 PITCH TO 8/12 GYPSUM BOTH SIDES ......r.......... 5.0 ?SF . 2X STUDS .......................... 1.0 PSF .. MISC .............................. 1.0 PSF 7.0 PSF INTER109 WALL. ' ' STUCCO 12.0 PSF ., r ........................... 2X STUDS ........................... 1. 0 PSF INSULATION ..................... !....l.O PSF GYPSUM .............................. 2.5 ?SF MISC ........................... !.'..0.5 PSF . 17.0 PSF EXTERIOR WALL ......................... 1. 0 PSF ....................... .:. . .1.5 PSF .......................... 2.5 PSF AND MECWICAL.. .. ....... .0.5 PSF, ' ,:, , , INSULATION ......................... 1.0 PSF 'GYPSUM ............................ 2.5 PSF MISC ............................... 1-0 PSF ~-~ ! ' 10.0 PSF TYPICAL FLOOR TILED AREA .WITH MORTAR.. .......... It-. 0 PSF 22.0 'PSF APPLICABLE a. i TILED AREA I PAGE' 3. .. OF .... .;. ........................ .... ........... ...... .. ...... ......... ........... .... .. . .,. ...... . ., ....... ....... .. 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I .. ... :...l".i..l..:.. , ~i..i"....:..i.. 1 ~I..i .,.. lL. :...: .j.. ~~;.. ... .. .... .. ~ I ...... ....... ...... j m4&3/7 COlbHH5.:. ;-;. . , ' , ........ , ................ .... ..... ........... ......... ...... ....... I :...;..<:, .I j i . .~ .. ........ .............. I' ...... t- , :,: .. ...... ... ~ LlAE :F i 1 .. ....I ... I I I i i .......... - .................... ..... ......... ......... .. ~" ......................... ~" L L 34-9 /M4 1 : PROJECT ENGR DATE 2 .. i MANNINGENGINEEXUNG PHONE 0 676-1844 FAX (608) 6S4-W26 ..... . ., .... I ., I ! ! ' ' ti ' PAGE 4 , OF. . , ....... .. ...... ....... .............. .... ...... ... i . L .... :~ :..:.. ...... ... ......... . ,.: :.. ...~;. ............ . ~ .. .. .. ,. ~ ,.. ........ ............. . ./ ............... . . ,.~. .,.. ...... ........ .......... ... , - __ ~ r t I " PROJECT I MANNINGENGINEERING ENGR DATE 41892 ENTERPRISE kIRCLE SO., STE. E TEMECULA. CA 92590 PHONE (eoa) 6761844 FAX (aoS) 86)46026 ! , ~ L. 6 , : > i PAGE $ OF . .. ... .......................... ..... .................... ... ,.., ~; : ~; ............ ,.., ... ...... i ...... ..... ... .. ..... .... .... ........ I .............. .. ......... ., . . ... i .. : LIAjF: FLd3R. 'Wt .. /R&,c! I ' ... : ...... : .. .. j i O-iC 15- 2LJ I ,2&. -. 24- ! ! ! f ,. ,. 4 70 ! g- ""_ * : ,. .. ., ,, :/ - '4 .' I ! "" ____ I , 90 83 49F BO 40 25- /& 94 8r ' m" .... 1. 30. ............... i .. 60 ...... e... ................ 84 a0 .. ................................... 4d ... ..,~Z ........... ENGR DATE 41862 ENTERPRISE CIRCLE SO.. SE E TEMECUIA. CA 92590 5 ' . ,i .. ************************************~***************~*****~*****%***a LATERAL ANALYSIS , i Force Distribution snrmi~rrrmnrrrtmr ,' wx (roof) /. rnrrnrnmn=n wall'area = (10.00/2)(88.0+54.0)(2) = 1420 ft2 exterior walls W1 =;(O .SO)( 1420)( 17 .OO) = 19312 lbs interior wall? W2 =-(10.00/2)(195)(7.00) = 6825 lbs roof W3 =:(41t.4)(20.00) = 82280 lbs """"""-~"""""""""""""-""""""""" wx( ioof ) m'W1 + w2 + w3 = 108417 lbs = 108.42 kips ,, Wxs (floor 2) , I~I"II~IEi141 wail area = (10.00/2)(102.0+87.5)(2) = 1895 ft2 exterior walls W1 = (0 .SO )( 1895)( 17 .OO + 19312 5 45084 lbs interior walls w2 = (10.00(2)( 190)(7.00) + 6825 = 13475 lbs ~ floor W3 = (4942 )( 10.00) 49420 lbs """""""~"""""""""""""""""---"""- Wx( floor 2) = W1 + w2 ;+ W3 = 107979 lba = 107.98 kips 1 ************i****************************************x****x*********************~ COhPANY: Manning Engineering , ENGINEER: dsum DATE:' 6-5-1999 PROJECT: two story residence ******x************************3*******x**********************************~***n .. ' . ,." '5 ., I. 3 . ;$, ~*~**x~~~*~~****~*****~x**~xx****x*~x**x~*x*xxxxxxxxxxxxxxxxx*x**xxxx~xx**x~ 8 ,' Total Desien Base Shear I V .= [(Z*I*C) / Rw] X W = [(0.400)( 1,.00)(2.75) / 61 * 216.40 = 39.67 kips 1 Level Wx ( kips) Hx (ft 1. WxHx ( kips-ft) % Vx ( kips) v<avg) (psf ==a== PIIPl=liEI I====== ==IIIIIIII=PII I==== =====a=== =rndr=n=rrr ,, roof 108.42 21 .oo 2277 i 0.657 26 -07 6.34 I 2 107.98 11 -00 1188 ; 0.343 ' 13.60 I 2.75 """"_ """"""" ""_ ""-"" Sum 216.40 3465 1 . 000 ' 39.671 ,. ~~~~~*~~*~~~~~~~~~~x~xxxxxxxx~***xxxxx**xxxx**xxxxx*xx*x*xxxxx*x**xx****xxx**~ COMPANY: Manning Engineering ENGINEER: dgum DATE:, 6-5-1999 PROJECT: two story residence *xxxxx*xxxx*xxxxxxx*xx*xxx****xxxxxxx***xxxxx*xxxxxxxxxx****x*x**xx*xxxxxxxx*n 'I .. I 'I i .. I , '. . .- ' ,' >' **************i****************************x**~*************~**~-**~****** Lateral analysis along' LINE C at ROOF level ...................................................................... **** 9, ,: Seismic Force rrrr=rrrrrrr= SEISMIC FORCE GOUERN Fs = [(seismic trib. area)( unit force)] + force from upper levels - [(484)(6.34)1 + 0 = 3067 lbs Wind Force =a=a=====i: 70 mph Basic'Wind Speed ~ Exposure C Design .wind pressure at each :heigh$ level (projected area method) I Height Range ' P=Ce*Cq*qs*I """""" """"""""""""""""""~"- 15' - 20' P~~.(1.13)(1.3)(12.6)(1.00) = -18.51 psf 20' - 25' P = (1.19)(1.3)(12.6)(1.00) = 19.49 psf Fw = sum[(wind trib. area 0 each height range)(P 0 ebch height range)] + force from,upper levels [(35)(18.51) + (30)(19.49)18 + 0 1233, lbs ! Number of shear wall panels along shear line - 2 Total width of shear wall panels = 10.50 ft Maximum unit shear v = 3067 / 10.50 = 292 plf Wdl = (8.0)(20.00) + (10.00)('17.00) = ,330 plf Total uplift - ( 1/L )[( L*H*v 1 - 2/3( Wdl*( rqr( L 1/21 )I Shear Panel# L- (ft) H (ft) Total Upiift (lbs) Hold Down 5.25 10 .oo 2344 """""" """ """ 1 MST48 or HD2A 2 5.25 10 -00 2344 MST48 or HD2A """"""""" t """""""" ...................................................................... I ** ** ** Shear Wall Number: A '~, : Shear Wall Connection: @ :;E ***************************************x****************************** kOTE: Plywood walls with height/width ratio ) 2 tb 1 to be blocked.: Maximum height/widtti ratio of plywood walls is 3:5 to 1. All hold,downs shoula be attached to 4x4 posts minimum. a ., .. I ................................................................................. COMPANY: Manning Engineering ENGINEER: dgum DATE: 6-5-1999 PROJECT: two story residence ............................................................................... I I. M*****************************~*.**********%*********~**~*x***x************~~ Lateral analysis along LINE E at ROOF level ........................................ io Seismic Force SEISMIC FORCE GOVERN! xx==========m Fs = [(seismic trib. area)(unit force)] + force from upper levels = [( 1178)(6.34)] + 0 = 7465 lbs /. 1; ,! Wind Force xm=====m,m= 70 mph Basic Wind Speed Exposure C : ! I design wind pressure tit each height level (projected area method) Height Range ' 1 p=ce*cq*qs*x """""" i"""""""""""""""""""" .O' - 15' P = (1..06)(1.3)(12.6)(1.00) = 17.36 perf i . 15' - 20' P = (1.13)(1.3)(12.6)(1.00) = 18.51 Psf P = (1.19)(1.3)(12.6)(1.00) = 19.49 Psf 20' - 25.' Number of shear wall panels along shear line = 1 Maximum unit shear w .= 7465 / 24.50 = 305 plf Total width of shear wall panels = 24.50 ft Wdl - (10.0)(20.00) + (l0.00)(7.00) = 270 plf Total uplift ( 1/L )[( L*H*v) - 2/3( Wdl*( sqr( L )/2) )I Shear Panel# L (ft) H (ft) Total Uplift (lbs) Hold Down """""" I""" """ 10 . 00 1. 24 -50 842 MST48 ,or HD2A """"""""" """""""" ....................................................................... ** ** Shear wall Number: A. Shear Wall Connection: @ E; ** ...................................................................... NOTE: Plywood walh with height/width ratio ) 2 to 1 . to be blocked. Maximum height/width ratio of plywood walls is 3.5 to 1. All hold downs should be attached to 4x4 posts minimum. d , : ............................................................................... COMPANY: Manning Engineering ENGINEER: dgum DATE: 6-5-1999 PROJECT: two story residence ............................................................................... ! .. . .- t (. ' :t**l**************r*****~********************~~#****************************~~~ **********************%*******x*x************##*******x*x************ II *******Y Lateral analysis along LINE F at ROOF level Fs = [(seismic trib. area)( unit force)] + force from upper levels = [(300)( 6.3411 + 0 = 1901 lbs Wind Force - WIND FORCE GOVERN, Design, wind pyesrure at each height level (projected area method) ~ =======PI= 70 mph Basic Wind Speed Exposure C I .. ! Height: Range Phce*Cq*qs*I """""" .................... 0' -. 15' P - (l.06)(1.3)(12.6)(1.00) = 17.36:psf ; 15' - 20' P = (1.13)(1.3)(12.6)(1.00) = 18.51'pSf i 20' - 25' P Q (1.19)(1.3)(12.6)(1.00) = 19.49 psf Fw a sum[(wind trib. area 0 each height range)(P :Q each height ratige)] +'force frbm upper levels ! = [(81)(17.36) + (55)(18.51) + (40)(19.49)] + 0 = 3204 lbs ,I 1 Number of shear wall panels along shear line = 2 Wdl - (12.0)(20.00) + (10.00)(17.00) - 410 plf Maximum unit shear v = 3204 / 6.50 = 493 plf Total uplift = ( l/L ) [(L*H*v) - 2/3( Wdl*( sqr( L 1/21 )I Shear Panel# 'L (ft) H (ft) Total Uplift (lbs) Hold Down 'Total width of shear wall panels = 6.50 ft """""" I' """ """ """"""""" """""""" 1 3 .SO 10 .oo 4451 2 3 ,. 00 10 .oo 4d19 ' ' ' HDSA HDSA 7 4% hD6R ...................................................................... ** ** Shear Wail Number: A Shear Wall Connection: @ ** ** ** ** *****x+***~**rf**r*~x~***~~~xx*,***~**~~**x~%~%**%*****~*~***%******** NOTE: Plywood walls' with height/width ratio ) ' 2 to 1 tb be blocked. Maximum 'height/width ratio of plywood,walls is 3i5 to 1. i ,411 hold downs should be attached to 4x4 post4 minimum. ****************************************x******************xx******************x: COMPANY: Manning Engineering ENGINEER: dgum DATE:!6-5-1999 PROJECT: two story rcisidence ................................................................................ .. . .- , t ' ~****u***********************%x%*********** Luteral analyeis along LINE H at ROOF level *~****************************x************xxx**xx*x*x******x********* .. Seismic Force SEISMIC FORCE GOVER$ 31===..1==..I==x== "I Fs = [(seismic trib. area)(unit force)] + force from upper levels = [( 961 )( 6.3411 + 0 Q 6090 lbs Wind Force a========= 70 mph Ba'sic Wind Speed Exposure C Design .wind pressure at each he;ight level (projected area method I Height Range ' , P=Ce+Cq*qs*I """""" .................... 15' - 20' ' 'P = (1.13)(1.3)(12.6)(1.00) = 18.51 psf 20' - 25' P'= (1.19)(1.3)(12.6)(1.00) = 19.49 psf Fw = sum[(wind trib. area 0 each height range)(PiO each height range)] = [(SS>( 18.51) + (85X l9,.49)1 + 0 - a230 lbs + force. from upper levels ! Number of shea; wall panels along shear line = 2 Total width of shear wall panels = 8.75 ft Maximum unit shear v = 6090 / 8.75 = '696 plf Wdl = (4.0)(20.00) + (10.00)(17.00) = 250 plf Total uplift = (l/L)C(L*H*v) - 2/3(Wdl*(sqr(L)/2))1 Shear Panel# L (ft) H (ft) Totai Uplift (lbs) .Hold Down """""" """ """ 1 4 .SO 10 .oo """"""""" """""""" 6585' 2, i 4.25 1o;oo * 6606 or 2-HD54 HD8A or 2-HD54 - *******x***xxx**x******x***********************x**x*********x*********** *X ** *X *X Sheai~ Wall Number: !' A*~. '0 :J Shear Wall Connection: *x*x*x*x**x****x*xI*x**x****x*xxx********~**xx**xxx*x***x*******xxx**x c NOTE: Plywood walls wit~h height/width'ratio > .'2 to 1 to be blocked: Maximum height/width ratio of plywood walls ig 3.5 to I. All bold ,. dpwns should be attached to 4x4 posts minimum. ,. ~ ,. ****x*******************x******x**x**xx**xxx*x***************xxx**x*xxx*xx*x** PROOECT: TWO STORY RESIDENCE. COMPANY: Manning Engineering ~ ENGINEER: DGUM DATE: 6-5-1999 t . .- : .. ; , , .. .. t*******************xxxxxxx%x~xx~%xxxx%x%xx%%%xx%%~~~xx*~~% x****xxxxxx*i**xxxxxxxxx*xxx%~xxxxx%%x%xxxxxx*%xx%%xxxxxxxxxxx%xx .. , ,* . :' . .,~ Lateral analysis along LINE I at ROOF level + Seismic Force: IlXlt"XlX"I i i Fs [(seismic trib. area)(unit force)] + force from upper levels ! [(125)(6.34)] +:O 792 lbs : Wind Force - j WIND FOACE GOVERN Design wind predsure 4t each height level ('projected area method) ==-.==Inart= 70 mph Basic Wind Speed Exposure C I Height Range ~ P=Ce*Cq*qsxI: """""" .................... 15' - i 20' P = (1.1~)(1.3)(12.6)(1.00) = 18.51 psf 20' - 25'' P = (1.19)(1.3)(.l2.6)(1.00) = 19.49 psf Fw = sum[( wind trib. area 0. each height' range)(P 0 each height range)] . + foice' from upper levels = [(60)(.18.51) ,+ (60)( 19.4911 + 0 = 2280 'lbs ! Number of shear wall panels along shear line - 2 Total width of shear wall panels = 13.50 ft Maximum unit shear v * 2280 Y 13.50.r 169 plf Wdl. = (4.0)(20.00) + c10.00)(7.00) = 150 plf Total uplift = ( 1/L ) [( L*H*v) - 2/3( Wdl*( sqr( L )/2 ) 11 Shear Panels L (ft) H (fk) Total Uplift ( lbs) Hold Down """""" """ """ 1 6.75 10 .oo """"""""" """""""" I 1351 2 MST48 or HD2A 6.75 10 .QO 1351 MST48 or HD2A ***x***x*xxxxxx**x****x**xxxx%x%*x**xxx*%xxx~xx%*xx*%*x%*xxx*xxxxx%%xx X* I., '. , x* x* x* I *x .' Shear Wall. Number: 3 Shear Wall Connedtion: 7 *X *************************u*******************************x*********** 4 NOTE: Plywood ~wa11s with height/width ratio ) 2 to 1 to ba'blocked. Maximum height/width ratio of plywooQ walls is 3.5 to 1. All hold downs should be attached to 4x4 posts minimum. ! .. t > xxx**xx*x%xxxxx*x*xxxxxxxxxxxxxxxxx*xxxxxxxx%xxx*xxxxxxxxxxxxx**xxxxx**xx%x*x~ COMPANY: Manning Ensinqering ENGINEER: DGUM DATE: 6-5-1999 xx**x*xxxxx*xxxx*xx***x*xxx*******x*xxxx*xx****x***xxx**xx*xxxx***x*****x****x ! PROJECT: TWO STORY .RESIDENCE ! t . " .. 1. Wind Force - j WIND FORCE GOVERN Design wind pressure at each height level (projected area meth9d) Height .Range p=ce*cq*qs*1 P=P=11=1== 70 mph Basic Wind Speed 1 Exposure C I """""" ""*_""""""""""""""""" 15' - 20' P = (1.13)(1.3)(12.6)(1.00) 3 .18.51 psf 20' - 25' P = (~1.19)(1.3)(12.6)(1.00) = 19.49 psf Fw = sum[(wind trib. area 0 each height range)(P B each height ranga)]' = [(40)(18.51) + (25)( 19.49)j + 0 = 1228 'lbs + force from upper levels 'I ! Number of shear wall panels along shear line 1 Total width of shear wall panels = 10.00 ft Maximum unit shear v = 1228 / 10.00 = 123 plf Wdl = (8.0)(20.00) + (10.00)(17.00) = 330 Plf Total uplift = (l/L)[(L*H*v) - 2/3(Wdl*(sqr(L)/2))1 Shear Panel# L '( ft) H (ft) Total Uplift ( lbs) Hold Down """""" """ """ """"""""" r- 10 .oo 10 .oo 128 None """""""" r **************f*********************%***'*****~**~*******%*******%****** ** A ** Shea'r Wdll Number : 'Shear Wall Connectbon: @ ** ** ** . ********************b********************************************~****** ** NOTE: Plywood walls with he!ight/width ratio ) 2 to 1 to be blocked. .iMaximum height/width iatio of plywood walls is 3.5 to 1. All hold downs should be attached to 4x4 p.osts minimum. ? 1. I ;. .................................................................................. COMPANY: Manning Engineering ENGINEER: DGUM DATE: .6-5-1999 PROJECT: TWO STORY RESIDENCE .. ............................................................................... ' : .. . .e I *******************************~*************%**********%~****%~~********%%%%~ J '* Lateral analyeis dons LXNE K' at. ROOF lev61 4A7 ......................................................................... *%%*** 1 Sei8miC Force i 1 Fs = [(seismic trib. area)(unit force)] + force from upper levels nrnnirrrrrnrr I .: = [(274)(6.34)] + 0 = 1736 lbs , ~ /. Wind Force -. WIND FORCE GOVERN lZSC===P=XII 70 mph Basic Wind Speed ExPosure c 'Design wind pressure at each height level (projected ;area method) I I : Height Range P=Ce*Cq*qs*I . _"_"""" .................... 15' - 20.' P = (1.13)(1..3)(12.6)(1,.00) = 18.51 psf 20' - 25' P = (1.19)(1.3)(12.6)(1~.00) = 19.49 psf Fw = sum[(wind trib. area B each height range)(P B each height: range)] ,. + force from upper levels ' = [(80)(18.51) + (80)(19.49)] +~ 0 = 3040 lbs I ! ! Number of shear wall panels along shbar line = 1 Maximum unit shear v = 3040 / 13.25 = 229 plf Total width of shear wall panels = 13.26 ft ,Wdl = (8.0)(20.00) + (10.00)(17.0o) = 330 plf Total uplift = ( 1/L )[( L*H*v) - 2/3( Wdl*( 8qr( L )/2 ))I Shear Panel# L (ft) H (ft) Total Uplift (lbs) Hold Down """""" """ 1 13.25 10 .oo """ """"""""" 837 """""""" MST48 :Or HDZA' ****~************************~X******~***********'**X****************** ** Shear Wall Number: ** A: ** **. @ :: Shear Wa1.1 Connection: ....................................................................... NOTE: Plywood wall$ with height/width ratio > 2 toel to be blocked. Maximum :height/width ratio ,of plywood walls is 3.5 to 1. All hold downs should be attached to 4x4 posts minimum. ............................................................................... COMPANY: Manning Engineering ENGINEER: DGUM DATE: 6-5-1999 PROJECT: TWO STORY RESIDENCE ................................................................................. ! I ~ .. . .- I I ': ........................................ Lateral analysis along LINE L at ROOF level < '; ., it' **********************t***************xx* 1 i Seismic Force Fs = [(seismic trib. area)(unit force)] + force from upper levels lllllPPIPIIII [(418)(6.34)] i 0 .I 2649 lbs Wind Force - I WIND FORCE GOVERN "I=""== " "" '70 mph Basic Wind Speed Exposure C Design wind pressure :at each height level '(projected area method) I Height Range ~ P = Ce * Cq * qa X I 15' 1 '20' P = (1.13~)(1.3)(-12.6)(1.00) = 18.51 psf """""" """""""""""""""""""L" 20' - 25" P = (1.19~)(1.3)(~12.6)(1.00) = 19.49 psf Fw = sum[( wind trib. area B each height range )( P B each height range )I , + f.orce from upper levels = [(85)( 18.51) ,+ (85)( 19-49)] + '0 = 3236 lbs Numb'er of shear wall panels along shear line = 1 Total width of shear wall panels = ~ 17.50 ft Maximum unit shear v = 3230 / 17.50 = 185 plf Total uplift - ('l/L )I( L*H*v ) - 2/3( Wdl*( sqr( L )/2 ) )I Shear Panel# L (ft) H (Ift) Total Uplift (lbs) Hold Down Wdl (4.0)(20.00) +,(10;00)(17.00) 250. Plf """""" 1 """ """ 17.50 10 .oo """"""""" r 387 """""""" None ' *****i***********x*********************x******************x*xx*xx*x****** '. i x* ** Shear Wall Nukber : Shear Wall' Connection: 0 *"x :A ** ,. ** ***************************************x**x**x*x*x**xxx*x*x*xx**x**xxx* NOTE: Plywood walls with heightlwidth ratio ) 2 to 1 to be blocked. Maximum height/width ratio of .plywood walls is 3.5 +io 1. All hold downs should be attached to 4x4 posts minimum. , t i I ,. ............................................................................... COMPANY: Manning Engineering ENGINEER: DGUM DATE: 6-5-1999 PROJECT: TWO STORY RESIDENCE ............................................................................... ' ,' . .- .. I ; , I 1 ******%*********%**%*%~%%%%%%%%%%%%%*%%%%*~,*~**~**%~%~%~~*%%%%%%~%*%~ j .I ,' ' Lateral analysis along LINE M at ROOF lwei ,'., ,. 0 .. Seismic Force ~PIIPXXPIIXPP Fs = [(seismic trib. area)(unit force)] + force from upper levels = [( 187)(6.34)] + 0 = 1185 lbs I, wind Force WIND FORCE GOVERN ¶=¶P¶"I" 70 mph Basic Wind Speed Exposure C Design wind pressure at each height level (projected area method) Height lRange P = Ce 7% Cq * qs % I 4 """""" """"""""""""""-~"""""- , . 15' - 20' P = (1.'13)(i.3)(12.6)(1.00) := 18.51 psf .20' - 25 ' P = (1.~19)(1.3)(12.6)(1.00) = 19.49 psf Fw = sum[( wind trib'. area Q each height ,range)(P Q each height range 11 + force from upper levels = [( 40)( 18.51) + (,25)(.19.49)1 +'0 = 1228 lbs ! j Number of shear wall panels along shear line = 1 Maximum unit shear ' v = 1228 / 9.50 = 129 plf Wdl = '(8.0)f20.00) + (10.00)( 17.00) = 330 plf Total uplift = ( 1/L )I( L*H*v) - 2/3( Wdl*( ssr( L 112 ))I Shear Panel# L ('ft) H (ft) Total Uplift (lbs) Hold Down 9 ,. 50 io .oo 247 . Total width of shear wall panels = 9.50 ft """""" """ """ """"""""" 1 """""""" None i *******X****%********%*****************%%**** ' ** A, .. a, .:: ** ** Shear Wall Number : ** Shear wall Connection: ******d********************f************~%%~%%%%%%%%****%%%*%*%******* I NOTE: Plywood walls with height/width ratio ) 2 to 1 to be blocked. Maximum height/width r:atio of plywood walls'is 3.5 to 1. All hold downs should be attached to 4x4 posts minimum. , : ,. i. '. ******************%***********************%*%*%%%%**%%*%%%%%%%****%%**********: COMPANY: Manning Engineering ENGINEER: DGUM DATE: 6-5-1999 PROJECT: TWOISTORY RESIDENCE ' *****f****%*******************************%*%%%%*%**%****~**%*%****%%*%******X: ! ,. ..- . . i. , I E ~cr**xxx*qxxxx****xx~x***xxxx*~**xxxx**xxxxxxxxxxxxx*xxx~xx~x~x*xxxxxx*xxxx~ Lateral analysis. alone LINE 2" at ROOF level Is xxxx**x****xnx****x~*xxxxxxxxx*cr*x*xxxxxxxx~x*xxxxxxxxxxxxx*xxxxx***xx*xxxxx~ ' j Wind Force WIND FORCE GOVERN besign wind pressure at each height level (projected +rea method) Height Range P = ce * cq x qs x 'I ~"=PlP"= 70 mph Basic Wind Speed Exposure 'C I """""" ' .................... 15' - 20' P (1.13)(1-3)(12.6)C1.00) = 18.51 Psf 20' - 25' P (1.19)(1.3)(12.6)(1.00) 19.49 psf ' Fw = sum[(wind trib. area 0 each height range)(P 0 each heig,h't .rango )I ' + force from upper levels ' = [(60)( 18.51) + (50)(19.49)] + 0 = 2085 lbs , I Number of shear wall panels along shdar line.= 2 Total width of shear wall panels = 5.00,ft Maximum unit shear v = 2085 / 5.00 417 plf Wdl = (4.0)(20.00) + (8.00)(17.00)'= 216 plf Total uplift - (l/L)[(L*H*v) - 2/3(Wdl*(sqr(L)/2))] Shear Pinel# L (ft) H (ft) Total Uplift (lbs) Hold down """""" 1 """ """ 2 -50 8 .oo """"""""" """""""" 3156 MST48 ,or HD2A'- 2 2 .SO 8 .oo. 3156 MST48 or HD2A xx**x***x**x*xx*xxx**xx*xx*xxxx~*xx***xxxx*x**x**x**xx****x***xxxxx**x x* , A *r Shear Wall Number: : Shear Wali Connection: @ :: i <' . *X xx***xxx**xix*xxxxxxx**xxxxxxxxxxxxxx**x**rxxxxx*x*xxxxxx**x**x*xxx**x ** 4, .:, NOTE: Plywood walls' with height/width ratio > 2 to 1 to be blocked.: Maximum height/width ratio of p.lywood:walls is 3.5 to 1. All hold downs should be aqtached to 4x4 posts minimum. , I ***xx*x*xxxxxxxxxxxxx**xx*x*xx*****xxxxx**xxxxxxxxxxxxxx****xxxxxxxx*xxx*xxx** COMPANY: Manning Engineering ENGINEER: DGUM DATE: 6-5-1999 PROJECT: TWO STORY RESIDEMCE xx**x*xxxx****xxxx*******x*xx*x*********xx*x*x**********x*x**x*xx**~ ,' .' .. . " ~xxxx*xxxxxxxxx*xxx*x~*x**xxxx~xx*xxxxx*x****xx*x~xxx~xxx*xxxxxxxxx**xx Lateral analycris along. LINE 3'' at ROOF level xx**xF*****xx*xxxxxxxxx****xxx**xxxxx*x**xxxxxx**xxxxxxxx*x*x*****xxxx*x* . Seismic Force lP~""XIPX~l SEISMIC FORCE GOVERN! Fs = [(seismic trib. area)(unit force)] + force from upper levels = [( 125)(6.34)1 + 0 = 792 lbs Wind Force s¶=I=l=¶fP 70 mph Basic Wind Speed 'Exposure C Design wind pressure at each height level (projected area method): Height Range P = ce x cq x qs * Ii """""" .................... 15' - 20' P =. (1.13)61:3)(12.6)(1.00) = 18.51 psf 20' - 25' P = (1.19)(1.3)(12.6)(1.00) = 14-49 psf Fw 3: sum[( wind trib. area 0 each height range )(P B each height range)] + force from upper levels = [(20)(18.51) + (20)(19.49)1 + 0 = 760 lbs ! ! Number of shear wall panels'along shear line 2 Total width of shear wall panels = 11-00 ft Wdl = (4.0)(20.00) + (10.00)(17.00) = 250 klf ' Maximum unit shear v = 792 / 11.00 = 72 plf Total uplift = (l/L)[(LXHxv) - 2/3(Wdl*(sqr(L)/2))1 Shear Panel# L (ft) H- (ft) Total Uplift (lbs) Hold Down ~ """""" """ """ """"""""" 1 10 .oo 262 None'; 2 5 .so 10 .oo 262 s None 5 .so """""""" 1 **x*x~**xxxxxx***x*x*x*xx**x*xxxx**xxxxx*x**,x********xx*xxxxx*x*x**,x** x*: X* 1 *x A 1: Xi Shear Wall Number:: Shear Wall Connection: @ . .*x x*ix*xxxx*xx*xx*x*xxx**xxxxxxx*xx**x*xxxxx*xxxx**x**x*****xxxxx****xx* NOTE: Plywood walls with , height/width ratio ) 2 to 1 to be blocked.. *x ' * Maximum heighf/width ratio of plywood walls is 3.5 to 1. , All hold downs should be attached to 4x4 posts minimum. I *xxx*x******xxx**************x*Xi**t***XXx*X*****XXXX***%X%X*%*X***%%X**X%*****%i COMPANY: Manning Engineering . ENGINEER: DqUM PROJECT: TWO STORY RESIDENCE DATE: 6-5-1999 xxxx************x***********x******xx****xx***x*************************~*x***: . " 2 i. *********+**********%%%%%#%%%%%%%%%%%%%%%%%%%%#%%%%%%%%%%%%%X%%%%%%%%%%~%%~ Lateral analysis along LINE 4 at ROOF level zo ***+********************r***************%%%%%%%%%%%%%%*%%%%%%%%%%%%*%*%%**%*%%~ SEISMIC FORCE GOVERN Fs = [(seismic trib. area)(unit force)] + force from upper levels [( 1490)(6.34)] + 0 = 9442 lbs Wind Forcd trr=annrnr 70 mph Basic. Wind Speed Exposure C I . Design wind pressure at 'each" height level (pr,ojected area method) , . Height Range i P Ce * Cq * qs * I' """""" .................... Number of shear wall panels along shear line = 4 Total width of shear wail panels = 27.25 ft Maximum unit shear v = 9442 /'27.25 = 347 plf Wdl = (18.0)(20.00) + (10.00)(7.00) = 430 plf Total uplift = (;1/L ) [( L*H*v ) - 2/3( Wdl*( sqr( L )/2 11 Shear Panel# L ( ft) IH (ft) Total Uplift (lbs) Hold Down """""" """ """ """"""""" """""""" .1 6 .OO 10 .oo 2605 MST48 &r HD2A ' 2 8.50 10 .oo 2247 MST48 or' HD2A '4 2999 MST48 or HD2A 4 9 .50 10.00 , , 2103 MST48 or HMA i 3 :~ 3.25 10 .oo !, **%****************4***%%*%%%*%%%%%%%%%%%~%%%%%%%%%%**%%%%%%%%%%%%***% ** t4. Shear Wall: Number : i A ' Shear WaZl Connection: 6) ** ** ** ** u W' ** *.*****************************%%~*%%****%%%%*%%%%%%%%**%*%*%%%**%**%** .. I NOTE: Plywood walls with height/width ratio > 2 to 1 to be blocked. Maximum height/width ratio of plywood walls is 3.5 to 1. All hold downs should be attached to 4x4 posts minimum. . 1 ! *%*******************************************%****%*%*%*****%%%**%*~%%***%**%% COMPANY: Manning Engineering ' 'ENGINEER: DGUM DATE: 6-6-1999 PROJECT: TWO STORY RESIDENCE *****************************+**********%*%****%%%%%*~********%%%***%*%**%***% ; i , I I I 4 Lateral analysis along LINE 4' at ROOF level t*************+****%x%%%%%%%*%*%%%%xx~%~x%~%%%%%%*%%%***%%*%%%%%%*%%*%%%~ 'I *************%*************************%%%%%**%%%*%%**%%%**%%%%%*%%**%%**%**% Y **: Seismic Force ! :PPIPPIIIIIPPP I SEISMIC FORCE GOVERN , Fs = [(seismic trib. area)(unit force)] + force from upper levels 1 I = [(787X6.34)1 + 0 = 4987 lbs .. ! I yind F~rce Design wind preksure at each height :level (projected area method) Height Range PPCe*Cq*qS*I =====ii==== 70 mph Basic Wind Speed Exposure c """""" .................... 15' -. 20' '20' - 25' ,P = (1.13)(1.3)(12.6)(.1.00) = 18.51 paf P = (~1.19)(1.3)(12.6)(1.00) = 19.49 psf Fw = sum[('wind trib. area 0 each height range)(P 0 each height range)] 1 I/ + force from upper levels = [(45)(18.51) + (45)(19.49)1 + 0 1710,lbs IQumber of shear wall panels along shear line = 4 Total width of shear wall panels = 19.50 ft Wdl = (.18.0)(20.00) + (10.00)(17.00) - 530 plf Maximum unit shear v - 4987 / 19.50 = 256 plf Total uplift = ,(l/L)c(L*H*v) - 2/3(Wdl*(sqr(L)/2))] Shear Panel# L (ft) H (ft) Total Uplift (lbs); Hold D,own """""" """ 1 8.00 . 10.00 3 4 .OO . 10.00 4 "7"- """"""""" """""""" 1144 MST48 or HDZA 1851 '~ ~ 2 4 .oo lO'.OO 1851 MST48 or HDZA i MST48 or HDZA 3.50 ' 10.00 : 1939 MST48 or HDZA **********x***********x~*%%*%%%%%*%%%%%%**%%%*%%%x%**%**%%%*%%*%***%%* ** ** ** Shear Wall Number: Ai Shear Wall Connection: @ ,I ** ** ***********i***%***********x********f****t*************************%%% 1 ** I NOTE: Plywood walls with height/width ratio ) 2 to 1 to be blocked'. Maximum height/width ratio of plywood walls is 3.5 to 1. A11 hold downs should be attached to 4x4 posts minimum. t *************x********************************n****%*x*****r**********r*** PROJECT: TWO STORY RESIDENCE COMPANY: Manning Engineering. ENGINEER: DQUM DATE: 6-6-1999 ***********************%%%~***********x%%%* 1 ..................................... i > i ***+**~******************************** Lateral analysis along LINE 7' at ROOF level 22- ........................................ , -. ,? .. Seismic Force II=PPIIIII=" Fs = [(seismic trib. area)(unit force)] + force from upper levels [( 165)(6.34 )] + 0 r 1046 lbs ~ ! I Wind Force ==¶=¶="PI 70 mph Basic Wind Spepd Exposure C I WIND FORCE , Design wind pressure. at each height level (projected area method) Height Range P=Ce%Cq*qs*I .. """""" .................... 0' - 15' P = (1.06)c1.3)(12.6)(1:.00) =' 17.36 psf 20' - 25' P ? (1.19)(1.0)(l2.6)(1.00)'= 19.49 psf 15' - 20' P = (1.13)(1.3)(12.68)(1.00) = lp.5l.psf Fw = sum[(wind trib. area'0 each height range)(P 0 each height range)] + force from UPPOT levels [(320)(17.36) + (60)(18.51) + (48)(19.49)] +.O = 7602 lbs ,GOVERN! Number of shear wall panels along shear line = 1 Total width of shear wall panels = 11.75 ft Maximum unit shear v = 7602 / 11.75 = 647 plf Wdl = (4.0)(20.00) + (10.00)(17.00) = 250 plf I Total uplift = (I/L)C(L*H*V) - 2/3(wdl*(sqr(~)/21)1 Shear Panel# L (ft'), H (ft) Total Up1,ift (lbs) Hold Down I , """""" """ """ "i ""_ 2"- """ """""""A- 1 11.75 10.00 5491 HD8A or 2-HD5A %****************************************%*%**~*%****%****%*%*%*%%%*** ** ' Shear ~Wall Number : A Shear Wall Connection:.:. @ =; ** rl ** ** *********************r***********J*******%%%%*%*****%****%*****%**%**% I NOTE: Plywood walls with height/width ratio' ) 2 to 1 to be blocked. Maximum height/width ratio of.plywood walls is 3.5 to 1. All hold downs should be attached to 14x4 posts minimum. ! *************************************%*%%%****,%****************%~*%**%%*%%%%~ COMPANY: Manning Engineering . ENGINEER: 'DGUM MTE: 6-6-1999 : PROJECT: TWO STORY RESIDENCE i *********** ******************************************%*******%**%***~**%***%%*~ I t. .;. " ~~****~**x"************************ .. , Lateral analysis along LINE 4' at ROOF level ." ..+. .&/,'b>.. ********#***************1**************%*%%*%%%%**%%%%%*%%**%~%~~%*~~ ',, 'r. it: ** i- ~. ,.,:I ' ( 6: :r> Seismic Force I"P"""PPI SEISMIC FORCE GOVE~ i I Fs = [(seismic trib. area)(unit force)] + force from upper levels ~ = [(787)( 6-34]] + 0 = 4987 lbs h Wind Force ========== ' 70 mph Basic Wind Speed Exposure C I Design .wind pressure at each height level' (projected' area method) ! I Height Range P = Ce t cq * qs, * I """""" ."""""""""""""""""""" 15' - 20" ' P;= (1.13)(1.3)(12.6)(1.00) = 18.51 psf 20' - 25' P = (1.19)(1.3)(12.6)(1.00) = 19.49 psf ,. Fw = sum[(wind trib. area 0 eac,h height rangeXP ~Q each height range)] + force~from upper levels = [(45)(18.51) + (45)(19:49)] + 0 - 1710 lbs Number of shear wall panels along shear line = 4 Total width of shear wall panels = 19.50 ft Maximum unitshear v = 4987 / ,19.50 = 256 plf Total uplift - ( 1/L) [( L%H*v) - 2/3( Wdl*( sqr( L )/2 ))I Wdl (18.0)(20.00) + (lO.OO)(li.OO') = 530 plf Shear Panel#' L (ft) H (ft) Total Uplift (lbs) Hold Down """""" """ """ """""" 1 2, MST48 or HD2A i 4.00 lO..OO ' 1851 MST48 or HD2A 3; 4 .OO 10.00 1851 MST48 or HD2A 4 3.50 , 10.00 :, MST4,8 or HD2A 8 .oo 10 .oo 1144 r----- """""""" L 1939 -. ********f***+***********+********i******%*%%%*%*%%*%*%~%%***%%~%%%%%%% ** - Shear Wall Connection: 7 ** ********.***********************x******i*%%*%%*%%%*%%%%*%%%~%% .. ** SheaJ Wall Number: 4 ** L ** ** ! NOTE: PlywQod walls with heighthidth raqo , ) 2 to 1 to be blocked. Maximum height/width ratio' of plywood walls i& 3.5 to 1. All hold downs should be attached to 4x4 posts'minimum. ***f****************%%*%%%*%*%%*%%%%%%%%%*%%%%%%%%%%%%*%%**%,%%%%%*%%%%%%%***%~~ ***,*********************rX*X************%***%***%*%**~~*************%****%*i%*~ PROJECT: TWO STORY RESIDENCE COMPANY: Manning Engineering ENGINEER: DGUM DATE: 6-5-1999 ' .' ., , 3. , : .. .. .- **************************************f**xxxxxxxxxxxxxx%%xxxxxxxxxx*%* Lateral analysis along LINE 6 at ROOF level SEISMIC FORCE GOVERN Fs = [(seismic trib. area)(unit force)] + force from upper levels i = [(665)(6.34)] + 0 = 4214 lbs I Wind Force besign w'ind pressure at each height :level (projected area method) Height Rpnge P=Ce*Cq%qs*I ======%=I= .70 mph Basic Wind Speed Exposure C ""_ - "i" - .................... 0' -, . 15'. 15' - 20' P = (1.06)(1.3)(12.6)(:1.00) = 17.36 psf P = (1.13)(1.3)(12.6)(1.00) = 18.51 pSf 20' - 25' P = (1.19)(1.3)(12.6)(1.00) = 19.49 psf ,I '! Fw = sum[(wind trib. area 0 each height ranae)(P 0 each height ran,ge)] = [(77)(17.36) + (55)(18.51) + (33)(19.49)] + 0 = 2998 lbs' + force from upper levels Number of shear wall panels along shear line - 2 Maximum unit shear v =: 4214 / 12.50 = 337 plf Total width of shear wall panels = 12.50 ft Wdl = (4.0)(20,00) + (lQ.OO)(17.00) = 250 plf Total uplift = (l/L)[(L*H*v) - 2/3(Wdl*(sqr(L)/2))1 Shear Panel# L (ft) H Oft) Total Uplift ( lbs)' ; Hold Down """""" """ . """ """"""""" """""""" 1 6.50 10.00 2830 MS,T48 or HD2A6+ : 2 6.00 '' 10.00 2871 AST48 or HD2A : ********%%*********%%%xxxxxx%xxxxxxxxxx*xxxxx*%x%xx%x%x%xx%x*%*%x%xx%x Xk ** *%+*******%********%****x*******+*******%xx%*%%%xxx*x*~%,%xx~x%xxxx~%%x NOTE: Plywood walls with height/width ratio > 2 t6 1 to be blocked. All hold downs should be attached to.4~4 posts minimum. Maximum height/width ratio of plywood walls is 3.5 to 1. a. x* Shear Wall .'Number : A ::Shear Wall Connection: ,@ ,; ii ! **********%*%%******%%**%*%%%*%%****%***%%%%%%%**%**%%%%*%*%*%*%%%%*%%***%%*%~ %***%******f***%*%*%%%%%X%~%%*X%X%X%*XX%%%%% %****%%*%X%%%**%*%%%%%%%**%%*%%%*~ COMPANY: Manning Engineering ENGINEER: DGUM DATE: 6-6-1999 PROJECT.: TWO STORY RESIDENCE t f I I xx*xxxxxxxxxx*xxxxxxxxxxxx~xx~xxx*x*xxxxxx*xx***xxxxxx*xxx**xx**xxx*x*xx*~xx Lateral analysis along LINE 5 at ROOF level ********************xxxxx*xxx**xxx*x*xxx*xxx***xxxx***x*x****xx**xx****xx %iF- **** Seismic Force "PIIPIIIPPPX SEISMIC FORCE GOVERN i I Fs = [(seismic trib. area)(unit force)] + force from upper; levels = [(561)( 6.3411 + 0 = 3555 lbs I Wind; Force """rrt" 70 mph Basic Wind Speed Exposure C Design wind pressure at each height level (projected area method) ; Height Range P=Ce*Cq*qs*I , """""" ~""""_"""""""""~"""""- ~i 15' - :20' P = (1.13)(1.3)(12.6)(1.00) = 10.51 psf 20'. - 25' , P = (1.19)(1.3)(12.6)(1.00~)'= 13.49 psf 1 'I I Fw = sum[( wind trib. area 0 each height rarige)(P 0 each height range)] + force from upper levels = [(75)(18.51) + (60)(19.49)] + 0 = 2558 lbs Number of shear wall panels along shear line = 2 Total width of shear wall panels = 17.50 ft Wdl - (10.0)(20.00) + (10.00)(7.00) = 270 plf Maximum unit shear' v = 3555 / 17.50 = 203 plf Totei uplift (l/L)[(L*H*v) - 2/3(Wdl*(aqr(L)/2))1 ' Shear Panel# L (ft) H (ft) Total Uplift (I&) Hold Down """""" 4""- """ """"""""" 1 ,9.75 10 .oo 1154 MST.48 or hD2A 2 7.75, . 10.00 1334. MS?48 or H02# """""""" .. .********************xxxx*xx*x**********x*x*xx*xx**xx**x**xxx*x*x*xxx*xx X* *X x* x* Shea+ 'Wall Number : Shear Wall Connection: @ E; :A ****x*******************************+********************************* kOTE: Plywood walls with height/width ratio ' ) 2 to 1'~ to be b.locked. Maximum height/width ratio of plywood walls.is 3.5 to 1. 411 hold downs should be attached to 4x4 posts minimum. .. ! ! 1 f *x**x*xxxx****x*x***xxxx%x**xxx*x**xxxxx****xx*x*xx**x***************x*****x**~ COMPANY: ManAing Engineering ENGINEER: OGUM PROJECT: TWO STORY RESIDENCE x*****xx*x*x*xx*xxxxxx**xxx*********%x%x***x**%*xx%**xx***x*%*x**%xx*x***~ Df)TE: 6-6-1999 .. 1 .. ', : I. ~L .. Wxxxx**x***x*xxxx*xx*xx*xxxxxxxxxx*xxx*xxxx*xxxxxxxxxxxxxxxxxxxxxxx*~xxxxxx¶ Lateral analysis along ' LINE 8 at ROOF level x*~x~~~xxxxxxxxx~~*x*xxxxxxxxxxxx*xxx*x***xxxxx*x*xxxxxxxxx~xxxxxx*xx*xxxxxxx~ -, 2L Seismic Force Fs = [(seismic trib. area)(unit force)] + force from upper levels ====m======== , j = [(231)(6.34)] + 0 5 '1464 lbs t Wind Force WIND FORCE GOVERN Design wind pressure at each height level (projected area method) Height Range P = ce x cq x qs x Ii 1 a========= ' 70 mph Bask Wind Speed. Exposure c """""" """""""""""""""""""", 15' - 20. . ~ P .= (1.13)(1'.3)(12.6)(1.00). '18.Sq p8f 20' - 25' P .= (1.19)(1.3)(12.6)(!1.00'> = 19.49 psf ! Fw = sumC(wind trib. area B each height range)(P 0 each height range)] = C(65)( 18.51) + (65)( 19.4911 + 0 = 2470 lbs + force .from upper' levels Number of shear wal'l panels along shear line = 2 Total width of shear wall panels = 6.PO ft Maximum unit .shear v = 2470 / 6.00 = ' 412 plf Wdl = (4.0)(20.00) + (10.00)(7.00) = 150 plf ,~ Total uplift = ( 1/L [( LxHxv) - 2/3( Wdlx( sqr( L >/2 ) )I Shear Pariqlft ' L '( ft) H (it) Total Uplift (lbs) Hold Down """""" """ """ 1 """"""""" 3.00 i.,lO.OO " """""""" 3967 MS&or HD54 MST60 or MD54 2 3 .OO 10.00 . ' 3967 - *~x~~~x*~xx~~~~x~***x*xx*xxxx**xxxx*xxx***xx**x**xxxxxxxx*xxx*x**xxxxx ! *x 4. ; A *X Shear ,Wall Number: Shear Wall Connection:. @ ;:=I I *X *~xx~~~x*~k*xxxx~~~~xxx*xxxxxxxxxxx*xxxxxx*xxxxx*x*xxxxxxxxxxxxxxxxxxx x* .. NOTE: Plywood walls with height/width ratio ) 2 to 1 to be blocked. Maximum height/width ratio of plywood walls is 3.5 to 1. All hold downs should be attached to 4x4 posts minimum. I ! ~*~xx~~~x~x*xxxx~x~*x****xxxxxxxxxxzx*xxxxxx*xx**xxxxxxxxx**x*~*xxxxx*xxxxx~x*xx~ *t~x~~x~~~x*~*~~~~*~x*xxxxxxx*xxxx*x*xx***xxxxxxxxxxxxxxx~*x*xxxx~***xx*** *X¶ COMP4NY: Manning Engineering ENGINEER: DGUM PFOJECT: TWO STORY RESIDENCE D'ATE: 6-6-1999 .. i t. i I. I .. SEISMIC FORCE GOVERh Fs = [(seismic-tiib. area)(unit force)] + force from upper levels ,, = [(456)( 2.75)] + 0 = 1255 lbs I Wind Feme ===-====== . 70 mph Basic Wind Speed Exposure C Design wtnd pressure at each height level *(projected area method) Height, Range P = Ce * Cql* qs * 1 ! """""" 0' - 15' .................... P =.(1.06~(1.3)(12.6)~1.00) = 1'7.36 psf Fw = sum[( wind trib.' area B. each! height range kP Q each height range )I ' + force from upper levels '! - [( 70)( 17.3611 + 0 = 1215 lbs Number of shear wall pane14 along shear line = 2 Total width of shear wall panels = 15.50 ft' Maximum unit shear v - 1255 / 15.50 = 81 plf Wdl 3 (16.0)(20.00) + (10.0O)f 17.00) = 490 plf Total uplift SI (l/L)[(L*H*v) - 2/3(Wdl*(sqr(L)/2))1 Shear Panels L (ft) H (ft) Total Uplift (lbs) Hold Down I , """""" """ """ """"""""" """""""" 1 4 .oo 10 .oo 156 2 None c 11.50 ;. 10.00 -1069 ', None ...................................................................... ** ** ** A' ** Sheas Wall Number: Shear Wall Connection: ..................................................................... NOSE.: P1,ywood walls with , height/widt.h ratio > 2 to 1 to be blocked. ? . Maximum height/w.idth ratio" of plywood'walls is 3.5 to 1. A11 hold downs should be attached to 4x4 posts minimum. .............................................................................. COMPANY: Manni.ng Engineering ENGINEER : DGUM DATE: 6-6-1999 PROJECT: TWO STORY RESIDENCE ............................................................................... . .- .. I xxxxxxxxxxxxxxxxxxxx*****t**************xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx*x*xxx Lateral analysis along LINE B at FLOOR 2 level x*xx*xxxxxxxxxxxxxxxxxxxx*xxxxxxxxxxxxxxxxxxxxxxxxxxx*xxxxxxx*xxxxx**xxxx*xxxx z$ SEISMIC FORCE GOVERN I Wind Force ~ nrl=rir"r 70'mph Basic Wind Speed Exposure C Deiign Mind pressure at: each height Level (projqcted area method) Height Range P=Ce*Cq*qs*I 1: """""" .................... ~i 0' * 15' P = (1.06)(1.3)(12.6)(1.00) : = ~17.36 psf ! Fw = sum[(wind trib. area 0 each height r(rnge)(P 0 each height range)] 1 + force from upper levels = [(SO)( 17.36 )I + 0 = 1563 lbs Number of shear wall panels along shear line = 2 Total width of shear wall panels = 6.00 ft Maximum unit shear v = 1569 / 6.00 = 261 plf Wdl = (18.0)(20.00) + (10.00)(17.00) = 530.pLf Total uplift = ( 1/L )I( LxHxv) - 2/3( Wdl*( sqr( L )/2 )I Shear Panel# L (ft) H (ft) Total ,,Uplift (lbs) Hold Down """""" """ """ """"""""" "" - """"",_ 1 ' 3.00 10 .oo i 2085 MPAHD or HD2A 2, I 3.00 10 .oo 2085 MP~HD or:.:- - xnxxx*xxx**xxxxxxx*xxxxxxxxxxxxxxxxxxxxxx*xxxxxxxxxxxxxxxxxxxxxxxxxxx X* x* Shea Wall Number: Shear Wall Connection: @-I3 i, A x* : xxxxx*xxxxx*xxxxxxxxxxx~xxxxxxxxxxxxx~xxxx*xxxxxxxxxxxxxxxxxxxxxxxxxx ,* NO.TE: Plywood walls with height/width rafiio )I 2 to :I to be blocked. ;. ,. .~ Maximum height/width ratio of plywood walls is 3.5 to 1. A11 hold downs should be attached to 4x4 posts minimum. xxxxxxxxxx*xxxxxxx*xxxxxxxxxx*xxx*xxxxxxxxxxxxxxxxxxx~x*xx*~xxxxxxxxxxxxxxxx**~ *****x**************xxxxxxxxxxxxx*xxxxxx*xxxx**xxxx%xxxxxxxxxxxxxxxxxxxxx**xxx~ COMPANY: Manning Engineering ENGINEER: DGljM PROJECT: TU0 STORY RESIDENCE . . DATE: 6-6-1999 . .- I ; / I , I 1, , I ****************************~******************%******%%**%%*%%%%*%******%*** , . .. Lateral analysis along LINE C at FLOOR 2 .level ........................................ 2T. .. Seismic Force S"II"III"I Fs = [(seismic trib. area)(unit force)] + force; from u.pper levels I ,[(735)(2.75)1 + 0 = 2023 lbs, I I Wind Force WIND FORCE GOVERN Design wind pressure at each height level (.projected area metjhod) Height Range P=Ce*Cq*qs*I Pa=llaaIPa ' 70 mph Basic Wind Speed Expbsure c """""" ,, .................... ,o ' - 15' P = (1.06)(1.3)~t2.6)~1.00) = 17.36 psf 'I Fw = sum[(wind trib. area 0 each! height range)(P 0 each height'range)] 1 + force from upper levels [(250)(17.36)1 + 0 = 4341 lbs ' Number of shear wall panels along shear line = 3 Total width of shear wall panels = 17.00 ft Maximum-unit shear v - 4341 / 17.00 = 255 plf Wdl = (8.0)(20.00) + (10.00)(17.00j = 330 plf Total uplift = (l/L)[(L*H*v) - 2/3(Wdl*(sqr(L)/2))] Shear Panel# L (ft) H (ft 1 Total, Uplift (lb?) Hold Down r """""" """ """ "+"""""""_ """""""" 1 3 .OO 10..00 2223 MPAHD or W2A. 11 .oo 10 .oo 1343 MPAHD or HD2A: '2 3 .OO 10 .oo 2223 '., "- MPAHD or .. 3 - *****************************************%*%%%***%%*%*%%%*%%*%%**%**** **i * +* ** Shear Will Number : *****************************%*%*%%%%%%%*%**%%%%%%%%%%%**%%%*%***%%*%*%% ,. A 0 **' Shear Wall Connection: ** ** .: !. ,. NOTE: Plywood walls with height/width ratio ) 2 to, 1 to be blocked. Maximum heishtlwidth ratio of plywood walls is 3.5 to 1. All hold downs should be attached to 4x4 posts minimum. *1c*************************************%*~%%%x%*%*~**%%%%%*%%%%*x%%*%%%%%~~ PROJECT: TWO STORY RESTDENCE COMPANY: Manning Enginrering ENGINEER:. DGUM UmE: 6-6-1999 ...................... ****************************************%%%%%%%%%%%**%~ i 1' b, '. *. I i ! c I I) , ' , I . .. , ............................................................................ Lateral analysir, along LINE D at FLOOR 2 level 30 .............................................................................. SEISMIC FORCE GOVERN Fs = [(seismjcitrib. area)(unit force)] + force from upper levels ,. = [( 570)(2.fS)] + 0 = 1569 lbs I Wind Force =x=msz===== . 70 mph Basic Wind Speed Exposhe C .Design, wind pressure'at each, height- level (projected area Height Range PrCe*Cq*qs*I method ) """""" .. "-"""*-i"""""""""""""" 0' - 15 * P = (1.06)(1.3)(12.6)(1.00) = 17.36 psf *Fw = sum[(.wind trib. area. 0 edch height range )(P Q each height range)] + force from upper levels [(SO)( 17.3611 + 0 = 1563 lbs Number of shear. wa1l:pangls along shear line = 2 Total width of shear wall panels = 27.50 'ft Maximum unit shear v - 1569 / 27.50 - 57 plf Wdl (16.0)(20.00) + (lO.W)( 17.00) - 490 plf '' Total uplift = ( 1/L )[( L*H*V) - 2/3( Wdl*( ssrC L )/2 ))I Shear Panel# L (ft) H (ft) Total Uplift (lbs) Hold Down v. """""" """ """ 1 9 -00 10 .oo -900 None """"""""" """""""" , 2 18 .SO, 10 .oo -2451 '8 None 1: ...................................................................... ** ** A ** @ :: Shear Wall Number : Shear Wall Connection: *x************************************%******************************* NOTE: ,Plywood walls with height/width ratio > 2 to 1 to be blocked. ! Maximum height/width ratlo of plywood walls is 3.5 to 1. 41.1 hold downs should be attached to 4x4 posts minimum. .. ! **********************************************X**~***********~****************~ COMPANY: Manning Engineering ENGINEER: DGUM D4TE: 6-6-1999 PROJECT: TWO STORY RESIDENCE ............................................................................... . .- .. I. I I ........................................ *x**************************************x**xx**xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx 9. Lateral analysis along LINE E at FLOOR 2 level Seismic Force rrnnrnrrrnirr SEISMIC FORCE GOVERN Fs 5 [[seismic trib. area)(unit force)] + force from upper levels ,. - 1(456)(2.75)] + 7465 = 8720 lbs Wind Force ~ =a======== . 70 mph Basic Wind Speed * Exposure C i .Design wind pres'sure at each he-ight level (projwcted area method) Height Range R=Ce*Cq*qs*I """""" ~"""""""""""""""""""- Fw = sumf(wind trib. area .Q each height range)(P 0 each height ranger] + force from uppbr levels = [I + 5000 = 5000 lbs '! i i 'Number of shear wall panels along shear line = 1 Total width 'of shear wall panels = 7.25 ft Maximum.unit shear v = 8720 / 7.25 = 1203 plf Wdl = (10.0)(20.00) + (12.0)(10.00) + (10.00)(7.00) = 390 plf Total uplift = ( 1/6 )[( L*Hxv) - 2/3( Wdl*( iqr( L 1/21 )J Shear Panel# L (ft) H Cft) Total Uplift (lbs) Hold Down """""" """ """ """"""""" """"" 1 7 .I25 10 .oo 11085 *x Shear .Wall Number: (16\ :. Shear Wall Connection: . ** ...................................................................... NOTE:: Plywood walls 'with height/width ratio ) ' 2 to 1 to be blocked. Maximum height/width ratio *of plywood walls is 3.5 to 1. I 411 ho1.d downs should be attached to 4x4 posts minimum. ! t COMPANY: Manfling Engineering **********************************++****xx****xxx*x*x**x**x*xxxxxxxx**xx*xxxxx ENGINEER: DGUM PROJECT: TWO STORY RESIDENCE DATE: 6-6-1999 ............................................................................... ..- . . ~ %*%%******%%*%%***x*%%~~%%~%~~*%%~%%***%**%%**%%%%%%%%%%%%%%%*%*%%*%%~*%%*~~~ Lateral analysis along LINE 0 at FLOOR 2 level %%%%%%*%%%*%%*x%%*%%%%%%%**%%%%%~%%%*%%%*%~%%%%%%*%%%%*%%%%%%%*%%%*%%%%*x*~~%* .. 32 .. Seismic Force .==I=PP=IIPPPI Fs = [(seismic trib. ar'ea)(unit force)] + fpr& from upper levels = [(830)(2.75)1 + 1901 = 4185 lbs I . I , Wind Force ! WIND FORCE GOVERN ;r;rm==nf==r 70 mph Basic Wind Speed Exposure C - Design wind pressure at each height level (projected area mbthod) : Height Range P=Ce*Cq*qs*I """""" """""""""""""""""""", . ., 09 - 15' P = (1.06)(1.3)(12.6)(1..00) = 17.36 psf Fw = sum[(wind trib. area B each height range)(P 'Q each heiglft range)] + force from upper levels' ax [(300)( 17.36)l + 3204 = 8413 tlbs Number of shear wall panels along shear line = 1 Total width of shear wall panels = 12..50 ft Maximum unlt shear v = 8413 / 12.50 * 673 plf Wdl = (12.0)(20.00) + (4.0)(10.00) + (10.00)(17.00) = 450 plf .Total uplift = (l/L)[(L*H*v) - 2/3(Wdl*(sqr(L)/2))1 Shear Panel# L (ft) H (ft) Total Uplift (lbs) Ho1d:Down t. """""" """ """ """"""""" """""""" 11 12.50 10 .OQ 4855 -or 2-HD5A %%******%*%*%%%*%x%**%%**%%%%%***%%%%%%*x%%%a*%*%%*%x*%*%%%%%%x%%%x*%% xxx***x%x%~****%****%*%*%%%*%%%%*%%%*%%x**%%**%%%%%%**%*%%~x**%*%**%~ +. I '*x f % %* Shear Wall Number: A Shear Wall Connection: @ *% ** *% NOTE: Plywood walls with height/width ratib > 2 to 1 to be blocked. Maximum height/width raeio of plrwobd walls is 3.5 to;.1 ... All hold downs should be attached to 4x4 posts.minimum. .' ,xXx**%***%%**x**%********%%*x%*%x*xx%*%*%%~**%*%%*%%***%%*xx%%x%***%***%%%~***~ *%%%*%**%**%****xx%%%%%%*******%****%%*****%***%*%*%x.~~**%*%*%xx**%**%x*%*~*x*m .. COMPANY: Manning Engineering ENGINEER: DGUM ' DATE: 6-6-1999 PROJECT: TWO STORY RESIDENCE i I I t: 1. I I, : ' . ,i xx**xx***x****xxxx**xxx**xxxxxxxxxxxxxxxxxxxxx*xxxxxxxxx Lateral analysis along LINE H at FLOOR 2 level .. . xxxxxxxx**xxxxxxxxxxxxxxxx*xxxx*x~*xxxxxxxxxxxxxxxxxxxxx*xx*xx*xxxxxxx*x*~~ 1. . .. . ~ P% i :* SEISMIC FORCE GOVERN Fs = [(seismic, trib. area)(unit forcb)] + force from' upper levels = [(289)(2.75)] + 6090 = 6885 lbs ! 1 Wind Force Design wind pressure d at each! height level (projected are& metkod) Height Range P = Ce x cq x: qs I * =a======== . 70 mph Basic Wind Speed Exposure C """""" 0' - 15' P = (1.06)(.1.3)(12.6)(1.00) =' 17.36 psf .................... ., Fw = sumKwind trib. area 0 each height' 'range)(P 0 dach height range)] = [(SO)( 17.3611 + 3230 P 4793 .lbs + force from upper levels Number of shear wall panels along shear line =. 2 Maximum unit shear v = 6885 / 8.00 = 861 plf Total width of shear wall pansls = 8.00 ft Wdl - (4.0)(20.00) + (4.~0)( 10.00) + (10.00)(17.00) = 290 plf Total uplift = ( 1/L ) [( L*H*v) - 2/3( Wdl*( sqr( L )/2) 11 Shear Panel# L (ft) H (ft) Total Uplift (lbs) Hold Down 1. """""" 1 """ """ 4 .oo 10 .oo 8220 """"""""" """""""" HD8A or 2-HD5A 455 , 2 4 .OO 10 .oo i 8220 HD8A or 2-WD5A '7 m!l9 ~xxxxxxxxxxxxxxxx*xx*x*x*xxxxxxxxx*xxxxxxx*xxxxx***xxxx*xxxxxxx~x~**xxx *X A x* @* :: x* *X Sheai .Wall Number: Shear WalI Connection: *xxx*xx*xxx*xxxxxxxxxxx~xxx*xxxxxx*xxxx*xx*xx**xxxxxxxxxxxx~*xxxxxx*xx NOTE: Plywood walls wihh height/width ratio ) 2 to:l ,to be blocked. Maximum height/wi-dth ratio of plywood walls is 3.5 to 1. All hold downs should be attache.d to 4x4 posts-minimum. *xxx*xxxx****x**xxxxxx*xxxxxxxxxx~xxxxx~x*xx*xxx*x*xxxxxxxxxx*xxx*xxxx~*%xxxxxx~ *xx*xxx**x*x**x**xx*x**xxx***xx***x*xxxxxx*xx*x*xxx*xxxxxxxx**xxxx**xxxxx*x**x~ COMPISNY: Manning Engineering ENGINEER: DGUM DATE: 6-6-1999 PROJECT: TW0:STORY RESIDENCE . " ' .. I xx*xxxxxxxxx**xxxxxxxxxxxxxxxxxxxxxxxxx*xxxxxxx~x*xxxxxxx*x*xxxxxx~x*xxxx**~ Lateral analysis along LINE I at FLOOR 2 level 3q xxxxxxx*xxxxxxxxx*xxx**xx*xxxxxxxxxxxx**xxxxxxxxxxxxxxxx*xxxxxxxxxx*xx**xx*x*x .. Seismic Force PIIIPIIPPIIlP Fs =! [(seismic trib. area)(unit force)] +'force from uppar levels = C(305X2.75)I + 792 = 1631 lbs I Wind Force i WIND FORCE GOVERN =x===?==== . 70 mph Basic .Wind Speed' Exposure C j . Design wind pressure at sach height .level (prqjected area method) I Height Range iP = Ce * Cq * qs * I """""" ~. """"""""~"""""""""""- 0' - 1 5.. ' " P = (l.Od)(l.3)(12.6)(1.00) = 17.36 psf 'FW = &[(wind .trib! area B each height range)(P 0 each height r;ange)l + force from upper levels = [( 130 )( 17-36]] + 2280 = 4537 lbs Number of shear wall panels along shear line = 2 Tota1,width of shear wall panel* = 16.50 ft Maximum unit shear v - 4537 / 16.50 = 275 plf Wdl = (4.0)(20.00) + (4.0)(10.00), + (10.00)(7.00) = 190 plf Total uplift = (l/L)[(L*H*v) - 2/3(Wdl*(sqr(L)/2))] Shear Panel# L Xft) H (ft) Total Uplift (lbs) Hold Down I """""" """ """ """"""""" """-&"""-A 1 10 .oo 10 .oo 2116 MPAHD or'HD2A , 2338 MPAHD' or HD2A. I., 2: 6 .SO 10 .oo - z xxxxx***xx*x**xxx******xx**xx*x**;******x**x*****xxxxxx*******xxx*x**x ** *X Shear Will Number: Shear Wall Connection: @ g~ A' X* *x*xxxx*x**xx**x*xxx*xxxx~xxx****xx*xxx**x*xxx*xxx***x*x*xxxx*xxx~xxx I N6TE: Plywood walls with, height/width ratio > 2 to 1 to be thocked. Maximum height>width ratio of plywood walls is 3.5 to 1. .All hold downs should be attached to 4x4 posts minimum. *~*****%****************xxxxxxxx****xxxxxxx***x***x*~****xxx**x**x**xx****a COMPANY: Manning Engineering ENGINEER: DGUM PROJECT: TWO STORY RESIDENCE DATE: 6-6-1999 ' *x*x*x****xxxxx*X**xxxxxx~xx*x**xxxxxxxx**xx*xxx*x*****xxxxxx***x**xx***x**xx*a .! ..? . i ! I, / I .. xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx~xxxxxxxxxxxx*xxxxxxxxx~x~xx**x~ .. r,>, .,">? . ,.: Lateral analysis along LINE J at FLOOR 2 level x*xxxxx*x*x*xxxxxx**xxxxx~*x*xxxxx*xxx*xxxxxxxxxxxxxxxxxx**x*xx*xx**x**~*~ .. + - Seismic Force irrrnl,%%nnnrr Fs = [(seismic trib. area)(unit force)] + force from upper levels - ; = [( 116)( 2.7511 + 1185 = 1504 lbs I Wind Force =x======== . 70 mph Basic Wind Speed Exposure C Design wind pressure"at each height 1,evel (projected area methoa) ! WIND FORCE GOV~RN Height Range P=CexCq*qsXI """""" .O' - 15 * .................... P = (1.06)(1.3)(12.6)(1.00) = 17.36 psf Fw = sum,[(wind trib. area 0 each height range)(P 0 each height range)] '1 = [(SO)( 17.3611 + 1228 = 2617 lbs + force from upper levels Number of shear wall panels along shear line = 1 Total width of shear wall panels = 10.00 ft Wdl = (a.0)(20.00) + (S.O)(lO.OO) + (10.00)(17.00) = 410- plf Maximum unit shear v = 2617 /..lO.OO = 262 plf Total up1 i f t = ( 1/L ) [('L*Hxv ) - 2/3( Wdl*( sqr( L )/2 ) )] I Shear Panel# L (ft) H (ft) Total Uplift (lbes) ~ Hold Down """""" """ """ """"""""" 1 10 .oo 10 io0 1250 ' """i""""- 'MPAHD or HD24 6 xxxx***x*xx*x*x*x*xxxxxx~.xx*xxxx*~xx*~xxxxxxx**xxxx*xxxx~xxxxx***xx*x i. I X*' x* . Shear Wall Number: Shear Wall Connection: @ 2 A: **, 4. **x*xxxx*x***xxxx*****xxx*xx*x*xxxxx*xxxxxxx*xxxxxxxxx*x*,xx*xxxxxxxx*x X* :. NOTE: Plywood walls with' height/width ratio ) 2 to 1, to be blocked. Maximum height/width ratio of plywood walls is '3i.5 to 1. 411 hold downs should be attached to 4x4 posts.minimum. ,, xx***x***x**x*xxx***x**********x***xxxxx*xx**xx~x**xx****x*x*x**xxxPxx*x***x*ua COMP4NY: Manning Engineering ' ENGINEER: DGUM' DATE: 6-6-1999 PROJECT: TWO STORY RESIDFNCE ******xxxx*****+*xx***x*********x*xxx~********x~xx**~**************xx*x**x***Y , i. ' ,i .. I i. .~ ,, .. . -, **************~**********************%%*%*%*%%**%**%**%%*****%***%*~***~**~ Lateral analysis along LINE K 'at FLOOR 2 level 3) *********+*******************************xx*xx*x**x****************x****x**xx~ * ~ - ""_ Seismic Force. II=XIIPIIPPPP Fs = [(seismic' trib. area)(unit force)] .+ force from upper levels - [( 210)( 2.7511 + 1736 = 2314 lbs I . Wind Force ========== ' 70 mph Basic Wind Speed Exposure C Design wind pressure -at each1 height level (projected area-method) Height Range P=Ce*Cq*qs*I .. WIND FORCE SOVERF: """""" """"""""""""""-~""""" , 0' - 15' P (.1:.06)(~1.3)(12.6)(1.00) = 17.36 psf i '7 Fw = sum[(wind trib. area 0 each. height range)(P 0 each height range)] = [(loo)( 17 .%)I + 3040' = 4776. lbs + force from upper levels Number of shear wall panels along shear line =' 1 Total width of shear wall panels - 12.50 ft Maximum unit shear v = 4776 / 12.50 = 382 plf Wdl = (8.0)(20.00) + (4.0)(10.00) + (10.00)(7.00)1= 270 plf Total uplift = (l/L)[(L*H*v) - 2/3(Wdl*(sqr(L)/2))] I Shear Panel# L (ft) H (4) Total Uplift (lbs) Hold Down """""" """ """ """"""""" """""""-? 1 1 12.50 10.00 2696 HPAHD22 or HD24 I i " x*******************x***i***************xx****x*xx*x******xxx**xx**** *.* i* Shear ,Wall Number: 4 ** *x Shear Wall- Connection: 8. ** 4 ********t***************X***************xxxxx%*%*******xx*x~~xx***xx** * x* NOTE: Plywood walls with height/width ratio ) 2 to 1 to be blocked. Maximum heighthidth katio -of plywood.walls is 3.5 to 1. All hold downs should be attached to 4x4 posts.minimum. **************X*******************x*xxx***~***x***xx***x*x*x*******~************I **************Lb***********************************X*x~~***********************r : ' COMPANY: Manning Engineeripa ENGINEER: DGUM DATE: 6-6-1999 PROJECT: TWO STORY RESIDENCE i i , 1.- .............................................................................. Lateral analysis along LINE L at FLOOR 2 level ................................................................................... a;l : Seismic Force lPIIIPPI¶IPPP Fs = [(seismic trib. area)(ubit force)] + force from upper levels = ((289 )( 2 -75 11 + 2649 = ' 3444 lbs 4 Wind Force ! WIND FORCE GOVERN, ==¶a¶===¶¶ . 70 mph Basic Wind speed Exposure C Design wind pressure at each height.leve1 .(projected area method) Height Range P=Ce*Cq*qs*I ; """""" .................... 0' - 15' : P = (1.06)(1.3~12.6j('l.00) =, lj.36 psf I, Fw = sum[( wind trib. area 0 each height ran$e)(P 0 each height range)] + force from.upper levels ri [( 90>( 17.36)r + 3230.= 4793 lbs Number of shear.wal1 panels along 'shear line = 1 Total width of shear wall panels = 17.50 ft Maximum unit shear v - 4793 / 17.50 - 274 plf Wdl = (4.0)(20.00) + (4.0)(10.00) + (10.60)(17.00) = 290: plf Total uplift = (l/L)((L*H*v) - 2/3(Wdl*(sqr(L)/2))1 Shear PaneLI L (ft) H (ft) Total Uplift (lbs) Hold Down I' """""" """ """ """"""""" """""""" us 1 17 -50 10 .oo 1047 MPAHD or HD2b L ., '8 ************************************************X********************* ** ** Shear Wall Number: Shear Will Connection: @ I; A: ** 4 ........................................................................ NOTE: Plywood,walls with height/wldth ratio > 2 to 1 to be blocked. Maximum' height/width ratio of plywood wa'ils is 3.5 to 1. All hold downs should be attached to 4x4 posts.minimum. ******p*************#~********************************************************~ ............................................................................. COMPANY: Manning Engineering , ENGINEER: DGUM DATE: 6-6-1999 PROJECT: TWO STORY RESIDENCE t. I i , .. ' . ;!, .............................................................................. Lateral analysis along LINE M 'at FLOOR 2 level ....................................................................... a ***** FS I [(seismic trib. areaXunit force)] + force from upper levels = [( 116x2.75 11 + 1185 = 1504 lbs I ., Wind Force WIND FORCE GOVERN =a======== , 70 mph Basic. Wind Speed ,Exposure C Design wind presfure at each height level (projected area method) ' Height Range I ,P=Ce*Cq*qs*1 """""" .................... 0 * - 1'5 n P = (1.06)(1.3)(12.6)(1.00) = 17.36 psf I Fw a sum[(wind trlb. area 0 each height range)(P 0 each height'range)] + force from upper levels = [(80)(17.36)] + 1228 = 2617 lbs \ Number of' shear wall panels along shear line = 1 Total width of shear wall panels = 8.50 ft Maximum unit shear v = 2617 / 8.50 = '' 308 plf Wdl - (8.0)(20.00) + (8.0)(10.00;) + (10.00)(17.00) a 410 plf Total uplift = (l/L)[(L*H*v) - 2/3(Wdl*(sqr(L)/2))] Shear.Panel# L: (ft) H (ft) Total Uplift (lbs) Hold Dawn """""" """ """ """"""""" """""""* 1 :, 8.50 10.00 1917 MPAHD or HD2A lJ@ ; ', wllv~ **********************************+*******X***********************X***** ** Shear Mall Number: ._ ~. ** A* ,+ @ :: Shear Wall Connection: ** ** ...................................................................... NOTE: Plywood walls with height/width ratio > 2 to 1 to be 91.ockqd. Maximum heightlwidth ratio of plywood walls is 3.5 to 1; All hold downs should be attached to 4x4 Posts'minimum. ................................................................................. ............................................................................... COMPANY: ManninQ Engineering ENGINEER: DGUM DATE: 6-6-1999 ; PROJECT: TWO STORY RESIDENCE ENGR DATE i .. .. *x XI a 1 5 * ....... .... ................ ... ....... - J .. I i I I ..... ~,~ ..... ............................... I PROJE ENGR DATE .: ****************************************%%%*%%*%%%%%%%*%*%~%*%%*%%**%%******%~ Lateral analysis along LINE 2 at FLOOR 2 level ****************************************%~%%%%%%%*%%*%*%%*~%%**%****%*%*~** ,%! ** ' , Seismic Force IPIIIIIIP==II Fs = [(seismic trib. area )(unit fOtCe)] + force from upper levels i = [(735)(2.75)] + 570,- 2593 lbs I , ' Wind Force WIND FORCE ~OVERN ==*=a===== ;' 70 mph Basic wind Speed Exposure C Design wind pressure at each height level (projected area $method) Heigh? Range P=Ce*Cq*qs*I """""" 0' - 150 P = (1.06)(1.3)(12.6)(1.00) = 17.36, psf. .................... 'I Fw '= ,sum[(wind trib. area 0 each height range)(P 0 each height range)] ,I + force from upper levels = [(170)(17.36)] + 2085 = 5037 lbs Number of shear wall panels along shear line = 4 Total width of shear wall panels = 18.25 ft Maximum unit shear v = 5037 / 18.25 = 276 plf Wdl = (4.0)(20.00) + (12.0)(10.00) + (10.00)(17.00) =. 370 plf Total uplift ~= (l/L)[IL*H*v) - 2/3(Wdl*(sqr(L)/2))1 Shear. Panels L (ft) H (ft) Total Uplift (lbs) Hold Down """""" """ """ """"""""" """""""" 1 I 3 .OO. 10 -00 2390 MPAHD or 2 6 -00 "10 .oo 2020 MPAHD or 4 4 3.25 10 .oo; 2359 MPAHD or i **********M*********Z****************F*+%%%*%%%%%*%%%%***%%%%%%%%%*%% 3 6.00. 10.00 2020 'MPAHD or HDZA ** ** ** A j .' ** Shear Wall Number: ** Shear Wall Connection.: @ ** * ....................................................................... ' , NOTE: Plywood walls with height/width ratio ) 2 to 1 to .be blocked. Maximum height/width ratio of plywood walls is 3.5 ,to 1. All hold downs .should be attached to 4x4 posts minimum. ! **********************%%****%%%*%*%****** COMPCINY: Manning Engineering PROJECT: TWO STORY RESIDENCE ENGINEER : DGUM DATE : 6-6-1999 ........................................ I ............................................................................. Lateral analysis along LINE 3 at FLOOR 2 level ............................................................................. P ** Wind Force WIND FORCE ~ GOVERN 2Z=I=I====P- , ' .70 mph BaAic Wind Speed ExPosure c i Design wind pre&sure at each height level (projected area 'method) Height Range P=Ce*Cq*qs*I """""" 0' - 15' .................... P = (i.06)(1.3)(12.6)(1.00) = 17-36 psf I Fw = &um[(wind trib. area 0 each height range)(P 0 each height range)] '> + force from upper levels = [(100)(17.36)] + 760 = 2496 lbs Number of shear well panels along shear line = 2 Total width of shear wall panels = 9.00 ft Maximum unit shear v = 2496 / 9.00 = 277 plf Total uplift = ( l/L) [( L*H*v ) - 2/3( Wdl*( sqr(L )/2) )I Shaar Panel# L (ft) H (ft) Tot81 Uplift (lbs) Hold Down Wdi (4.0)(20.00) ,+ (10.0)(10.00) + (10.00)(17.00)-1 350 plf """""" """ """ """"""""" . """""""" 1 4 30 10 .oo 2249 2 MPAHD or JijL2& , 4.50 'I 10.00 2249 MPAHD or It(OZA_ "- : , .. .. ****************************x***************************************** ** X* ** Shew 'Wall Number: A !Shear Wall Connection: @ ;;! ....................................................................... NOTE: PXywood walls with height/width ratio > 2 Go 1' to be~blocked. Maximum height/width ratio of plywood walls is 3.5 to 1. All hold downs should be attached to 4x4 posts minimum. I ................................................................................ ! COMPANY: Manning Engineering ENGINEER: DGUM DATE: 6-6-1999 PROJECT: TWO STORY RESIdENCE ............................................................................... .. . " ! 1. ,i L . ., I .. i ' . ,i ; i, a. ****************************************%%%%%%%%%%%%%%%*%%%%%%%%%%*%%%*%%%%*%* Lateral analypis along LINE 5 at FLOOR 2 level ************************************w*+*%%%%%*%%%%%%%%%*%%%*%%%%%%*%%%%%% ?' *** Seismic Force Fs = [(seismic trib. area)(unit force)] + force from upper levels %P"I="IIIII [(385)(2.75)] + 3555 = 4615 lbs I , Wind .F,orce WIND FORCE GOV~RN Design- wind pressure ai each height level (pro3ected area method) =rr==*==rn 70 mph ,Basic Wind Speed Evposure C I i : Height Range P=Ce%Cq*qs*I """""" ,. """"""""""""""~"""""~ 0' - 15,' P = (1.06)(1.3)(12.6)(1~00) =~ 17.36 pSf ! 'I Fw = sum[( wind trib. area Q each height range )(P Q each height range.)] ' ! = [( 150)( 17.3611 + 2558 = 5162 lbs + force from upper levels Number of shear wall panels along shear line = 2 Maximum unit shear v = 5162 / 17.50 = 295 plf Total width of shear wall panels = 17.50 ft Wdl = (18.0)(20.00) + (14.0)(10.00) + (10.00)(7.00) = 570 plf Tptal uplift = ( 1/L ) [( L*H*v) - 2/3( Wdl*( sqr( L )I2 ) 11 I Shear Panel# L (ft) H (ft) Total; Uplift I lbs) Hold Down """""" , """ """ """"""""" """""""" 1 2 9 -75 10 .oo 1097 MPAHD or HDZA use 7 ..75 10 .oo 1477 ~PAHD or WD~A I .. L?AW. *****************+**********x***********%%%%%%%%%%%%%%%*~%%%%%%%%%%%%% %* ** SheH .Wall Number : A Shear Wall Connection: @- .I; ** .', **********X*****************************%%%%%%%*%****,~*******+******** 3 i. NOTE: Plywood walls with height/width ratio 2 to 1 to be'blocked. Maximum height/width ratio of plywood wal.ls is 3.5 to 1. A11 hold downs should be attached to 4x4 posts minimum. ! ****************t*******+*+**********rr*%%%%%%%%%%%%%%%%%%%%%%%%%*%**%%%* ****************%***********************%%**%%%%%%%%%**%%%*%%%%%%%%%~%%*%*%*%~* COMPANY: Manning Engineering ENGINEER: DGUM DATE: . 1- 6-6-1999 PROJECT: TWO STORY RESIDENCE ' . , I : *. 1 ' ri ,, .. *******~~*~*******~*********************% Lateral analysis along LINE 4 at FLOOR 2 level ********************%%%%%%%%%%%%%%%%%%%%%%%%%%~%%%%%%%%*%*%%%%%%%%%%***%* **** ..,'p.$! ;, Seismic Force. SEISMrC FORCE GOVERN lPIIIIllPIIII Fs = [(seismic trib.-a&a)(unit force)] + force from upper levels = C( 1700)( 2.75)l + 9442 = 14121 Lbs I Wind Force Design wind prbssure, at each height level (projected area method:) Height Range ~=ce*cq*qsi~ ========== ., 70 mph Blsic ,Wind Speed Exposure C """""" .................... 08 - 15.9 P (1.06)(1.3)(12.6)(1.PO)'= 17.36 p8f '> Fw = sunf[(wind trib. area 0 each height range)(P P each height range)] I + forceifrom upper levels = C( 190-X 17.36 11 + 0 3299 lbs Number of &hear wall panels along shear line - 1 Maximum unit shear v = 14121 / 25.50 = 554 plf Total width of shear wall panels = 25.50 ft Total uplift = (l/L)[(L*H*v) - 2/3(Wdl*(sqr,(L)/2))] ~ Wdl = (lS.0)(20.00) + (14.0)(10.00): + (10.00)(7.00).= Shear:Pansl# : L (ft) H (ft) Total Uplift (lbs) """,""A 1 """ """ 25.50 10 .oo 693 """"""""" c, '. 570 plf Hold Down -r""""""" MPAHD or HDZA ***~~*~**ft*********%%%%*%%%%%~%%%%%%%%%%%*%%%%%*%%%%%%%*%%%~%%%%%%%%% ** ** Shear .Wall Number: A- Shear Wall Cpnnection: @ ** ** ** * *******************~********************%%%%%%%%~%%%%%%%%~%%**% n* NOTE: Plywood ,walls with heightlwidth ratio > 2 to 1 to be blocked. Maximum heightlwidth ratio of plywood wallwis 3.5 to 1. All hold downs should be attached to 4x4 posts.minimum. ~*%%%*******~~******~%%%%~%*%%%%%%%%%%%%%*%%*%%%%%*~%%%**%*%*%*%%%%%%**%*%%~%%~ COMPANY: Manning Engineering ENGINEER: DGUM DATE:'6-6-1999 %%*******************%*%%%%%%*%*%%%*******%%*****%**~~**%%%%%%%*%%%%%*%*%**%%~ PROJECT: TWO STORY RESIDENCE . t I I Seismic Force "a"l~=la"P ' j Fs = [(seismik trib. area)(unit force)] + force from upper levels = [( 570)(2.75)1 + 0 2569 lbs 1 I Wind Force WIND FORCE GOVERN Desidn 'wind pressure at eac:h height level (projected area method) Height Range P = Ce *: cq * qs *: I ==a======= :70 mph Basic Wind :Speed Exposure C """""" 0' " 15n """"""""~~""~~"""""""" P = (1.06)(1.3,)(12.6)(1,00) 17.36 psf ,I I ! Fw = sum[(wind trib. area 0 each height range)(P 0 each height range)] 1 = [( l50)( 17.36)] + 0 = 2604 lbs j + force from upper levels i Total width of shear wall panels = 20.00 ft Number of shear wali pahels along shear Line = 2 Maximum unit shear v = 2604 / 20.00 = 130 plf .. Total uplift (l/L)[(L*Hrv) - 2/q(Wdl*(sqr(L)/2))1 Shear Panel# L. (ft) H (ft) Total Uplift ( lbr) Hold Down Wdl (4.0)(20.00) + (10.00)(17.00) = 250:Plf """""" """ """ """"""7""- """""""" 1 10.00 10.00 469 ., 2 None i., 10 .oo : 10.00 469 None .. *************************+**************%*%%%%%***%~%%**%%%*%%%%%**%%% ** x* She& Wall Number: -A I a ** ** ** Shear ' Wall Connection: ....................................................................... ** NOTE: Plywo'od walls with heightlwidth ratio ) 2 to 1 to be blocked. Maximum height/width ratio of plywood walls is 3.5 to 1. All hold'downs should be attached to 4x4 posts minimum. 8 I **~%*********%************************* *************************************x**%%%*%x%%%***%%%**%%*%%**%*%%%%%%****%*~ ! DATE: 6-6-1999 COMPANY: Manning Engineering ENGINEER: +DGUM. PR0JECT:'TWO STORY RESIDENCE . .- .. i ! ,i I I ! i , i .. .. .............................................................................. i ..................................................... 4t, ' .+ Lateral analysis along LINE 6 at FLOOR 2 level I ! Seismic Fo.rce PPIIIIIIPIPIP Fs = [(seismic trib. area )(unit force)] + force from upper levels [(665)(2,75)] + 0 1830 lbs I I ! Wind Fo.rce WIND FORCE GOVERN Design wind pressure at each height level (proj'ected area method) ~ ' Height Range P=Ce*Cq*qs*I .. "PI1-IIP 70 mph ,Basic Wind Speed Exposure C """""" """""""""~""""""""""- .0* - 15,' P = (1.06)(1.3)(12.6)(1.00) i.~ 17.36 psf 20' - 25' P = (1.19)(1.3)(12.6)~1.00) = 19.49 psf f 15' - 20' P = (1.13)(1.3)(12.6)(1.00) = 18.51 p*f ! Fw = sum[(wind trib. area 0 each height range')(P 0 each height range)] + force from upper levels = [(77)( 17.36) + (55)( 18.51 ) + (33)( 19.49)l + 0 = 2998 lbs Number of shear 'wall panels along shear line = 2 Total widt.h of shear wall panels = 12.25 ft Wdl = (15.0)(20.00) + (16.50)(17.00) = 580 plf Maximum'unit shear v = 2998 / 12.25 = 245 plf Total uplift - (l/L)[(L*H*v) - 2/3(Wdl~(sqr(L)/2))] I Shear Pane:l# , L (ft) H (ft) Total Uplift (lbs) Hold Dopn """""" """ """ """"""""" !+"""&&""" 1 " .6 :OO 16 -50 2 6.25 16 .SO 2829 HPAHD22 or HD2A .. 2877 HPAHD22 or HD2A )@% **********~~*******~***~***~***%*****%*~***~***%**************~~~***** *x .I ** Shear Wall Number: k* Shear Wall. Connection: ** ! 0 :: ***********************x**********************~***************~******* i. NOTE: Plywood walls with height/width ratio > 2 to 1 'to be blocked. Maximum heightlwidth ratio of plywood walls is 3.5 toji. All hold downs should be attached to 4x4 posts'minimam. t ................................................................................ COMPANY: Manning Engineering , ENGINEER: DGUM DATE: 6-6-1999 . PROJECT: TWO $TORY RESIDENCE ............................... li ................................................ .. .- , ., ........................................................................ Lateral analysis along LINE 8 at FLOOR 2 level &#&.q&;, ....................................................................... **%* .Seismic Force Fs = [(seismic trib. area)(unit force)] + force from upper levels m!PIIIXXIIIPIP I - [( 165)( 2.75)] + 1464 = 1918 lbs I Wind Force . WIND FORCE. GOVERN =======I== I 70 mph Basic Wind Speed Exposure c. Design wind pressure at each height ievel, (.projected area njethodl- Height Range P=Ce*Cq*qs*I . :. , ""_ """" .................... ' 0' - 15' P = (1.06)(1.31(12.6)(.1.00) 7, 17.36 psf c. Fw = sum[( wind trib. area Q each height range)(P Q each 'height range)] 1 + force from upper levels = [( l05)( 17.3611 + 2470 - 4293 lbs, Number of shear wall panels along shear line - 2 Tota1,width of shear wall panels - 6.00 ft 'Wdl = (4.0)(20.00) + (4.0)(10.00) + (10.00)(17.00) = 290 plf Maximum unit shear v - 4293 / 6,OO - 716 plf Total uplift = (l/L)[(L*H*v) - 2/3(Wdl*(sqr(L)/2))] I Shear Panel# L ( ft) H (tft) Total Uplift ( lbs) Hold Down """""" """ """ """"""""" """""""" I (1 3 .OO 10.00 . , 6869 :, HD8A or 2-HD5A : ,. 2: 3 .oo 10.00 ; 6865 H08A or 2-HO5A .. .. ...................................................................... , ** ** Shear Wall! Number: ** ...................................................................... 'NOTE: Plywood walls with height/width ratio > 2 to '1 to bi blocked. Maximum height/width ratio of plywood walls is 3.5 to 1.' All hold downs should be attached to 4x4 posts minimum. .o A, Shear Wall Connectionr 0 2; ** ' , 1 I I ! ............................................................................... rOMpANY: Manning Engi.neering ENGINEER: DGUM 'DATE: 6-6-1999 ' PROJECT: TWO STORY RESIDENCE ................................................................................ 1. I i : I ! ! kmber Member Information ' I 1 Hmis mR4.6 "mnl mm m)13 -0 : Rnburirctlon , 0.00 n L%unbmdLe&h 5.500 5.93 59m sga in emw 5500 5900 5500 59x) 5.500 5.900 5500 Bmwldm sn Qa on .' on W WO W Qa 9SO om . 0.m 7.900 am 5500 0.00 Tlnbuwlld. 0.m am Fv-BhloAllav pr 05.0 S.0 BS.0 86.0 115.0 €60 .86x) uule" !a 1,em.Q 1 ,ma I ,%la 1 ,ma 1 .m.o 1 ,ma 1 .mo LolldDldMlF.cta -w 1.250 1.m : 1.250 I ,250 I ,2150 1.2150 1.250 Center Span Data , i Fb-WAlouv pi 1.m.o 1,366.0 1 Zm.0 1 ,350.0 1 $sO.o 1,350.0 1 ,m.o ,, sm 8mn &rm sm &rm smn 1 spin 3.m 3.9) 2.m 8.m 4.00 3" + " 1go.m am am 247.m 31 4m m.m UHLad un Pbmn DL la4.m Srm 1 a4.m I a4.m m.m 1w.m I m.m @X R* 'n ' I .mm mm U ,Ih 3.m k7JCrUltS ~.tlo* a= ala a24-m 0.1028 0.5211) 0.M 0.2917 Mmcc@ Conlef IM 0.79 3.43 7.9) " 2.46 ma 1083 la3 ' 100.3 tma 31.4 13.1 28.3 1 1 0 Ea1 24.9 :: 31.0 prr I m7.5 1 .a75 740.0 PI .a 318.1 m.3 1.m7.5 1 .&75 1 m7.5 1.07.5 1.m7.5 pr 353.1 1237 mr, m:Adu* " 1 .p 1 .m 3.m 2.m 1.75 al .a 11.86 8.87. @X= n 2.m 1 .SI Fb: Alomb* tv:AcM Fv : wrrmb* Reactions QDLdtEnd oc Ib. m.m adsno em am 1,937.50 m.m U Ib. zesm ' 88m 2900 wm; ma am am szm 381 m n4.m warn mm Eendlng OK Bcndlng OK Bending OK BcnUlnq OK Bcndlng OK Bcndlng OK Bcndlng OK i. ;, "I, Shea1 OK Shea1 OK Shm OK Shear OK Shear OK 100.3 Shear OK ; 1083 Shear OK 91 m 71400 4o8.m 2217.m se.m ' warn cen*rDLDsn in uD.IIRdb om 2 0.m om7 o.ml 0.m 128848 5.74.0 30.81 1 .O 230.9 8.210d om CnbUD.n 4.0% -- 4-5 1.750 uD.II Ran0 om3 o.as ,1500 0.06 2000 1.m 1 .m 3.m ZmO Lrrmon n 8,623.5 oms 0.m 4.M 1 o.ml csn(rTdpI Dan in 14,Oll.S o.005 5p83.4 7,cQ.S 37,579 IOSgS SSAeae am7 oml om4 4.- om4 0.a ;in : keflections ? I 3851.4 24@l 9,489.6 3.71D.S , 198385 l.see.7 5177.1 3,lal.S . .- .. 2 i i Rnb.rscllon Bmh BIt .BI BI p10 BI Qb 6x0 i -D.FQ, WUI-+A- I n . 0.m: 0.00 0.m mmbrw.d. Fb-B..lcAlrm Fv-B..lcAHow I pd ; pd 1.360.0 1,353.0 1 .m.o 1 ,360.0 s0 1.360.0 ; 1,360.0 85.0 s.0 . so I:m.o EllllloluDdllu : loi 1.m.a 1 ,Bma 1 .ma 1 ,m.o 85.0 85.0 1 .ma 1 .ma 1 .€m.cl 1 ,250 1.250 1 ,250 1.250 1 .m 1.250 1.290 k 5.m 5.500 "5x0 In 5500 5.m 5910 5500 5910 5910 * 5500 9m 5500 5.500 7.500 am om 0.m om i EO DrdLad xm UHLmd zo7.m 3x.m 213.m zxm 28*m 1w.m 1w.m Poh(#1 DL un Ib. 64.m I m.m w.m oam eom 88.m w.m I .s.m U Ib. eaam amm 1.500 am '@X ' n 1 ,w.m Results RmllO= 0.2277 0.1 791 0.8971) anto 0.19111) 0.1m 0.- Mmoc@calw ; Ill4 8x3 @X= n 225 4.50 ' 17.70 i 1.25 5164 5.51 1 50 358 17.87 3.25 (b:AcWl Fb:AIw* 4 l.W.5 ,~ 206s 1.687.5 m.3 84.4 w.4 l,OE7.5 1 .ea75 1 .m7.5 128.5 3e.8 1.887.5 1,m7.5 dl 242 10.0 74.1 4.1 21.1 13.7 : 289 am 1.90 1.50 108.8 Bendlng OK Bcndlng OK BanUlng OK Bending OK Bcndlng OK Bcndlng OK Btnlllng OK I 8. , . .. MU Q.11AM. 7JUNS Job8 48 RI mu03 Timber Beam 8 Joist Description HDR20-26 ma in 5sm In 5500 n am pl l,Jg).O pl 85.0 kl 1,ao.o 1.250 smn 5.sm ma 5500 o.m 1 ,Zao 851) 1 ,moa 1.250 smn 5.m WO 9.500 om 1 .Jg).o i s.0 1 ,m.o 1.250 SHHl &enter Span Data I spn nl 3.00 ! 2.9) 5.m 3.m 4.50 4.m 2.50 1.25 828 Bcnalng OK 1 .887.5 106.3 Q.7 Shea1 OK o.m 290 om. 727.9’ 1 ,887s Bcnalng OK ws Shear OK 1w.3 om zm 197.3 1 ga7.5 Bcnalng OK 106.3 17.6 ShNl OK .. i .' 1 I , .. i . .. i i I I; Description HbR3440 Ember Member Information - nms HIRI imml m HDllr Mwuo Thbrs.cmn 12m 15.m emom in 5.125 5.125 5- ' 5.m ssa -w h h1-20 hlM&O .ma ,aa ', Qla 602 hlMU 5500 .' 5.125 ~rvnbncd~n~m. n am 5500 am issa 11.250 11.250 0.00 on, 0.m om 0.m 13.500 TlmbrM Fb .:Bmic Alan, pi 2.40.0 2,ao 1 .ma 1 ,=.a 1,m.o ~ 1.3a.o Fv-B..lcAlav pl la0 @ 1 85.0 85.0 85.0 z40.0 "od** w 1,em.O 1.em.o ' ~ 1 ,ma 1 .m.o 1,em.o ' l.em.0 l&O 1 ,ma LadCUli@lF&a " 1 ,250 1 ,250 1.259 1.250 Ghlm s.wn 8.wn .'saw ! 1,250 1.250 snnr QIm 1 ,250 85.0 BS.0 Ghm Center Span Data ~. J 13.50 450 ' 4m ! 2s 1 ern . .- ' knter Span Data I spn 4m 4.00 3.W 2m 2.m 2.w 8.W ! t . . ..- i I ., : > :. k h n Pl Pl w 55Ka 00 7.900 0.m 1.3sJ.o 85.0 1,em.o 1 .m smn 550[, mm 7m am 1 ,mo : 85.0 I .em.o 1.29) smn 00 5" i on0 55ocI 1,380.0 1 .a.o 85.0 1350 smn mm 5.500 7.900 Ma 1 2m.o 1,6309 -0 1.m smn &enter Span Data .. I Sm am 6.m zm e.m 5.00 4.m [Reactions .~, J CpLnuld DL Ib. mm 73l.m amm LL Ibm tam 4u.m : s2m wm ma w.m 1m.m 144*10 1 10m 435m 3e.m d: nmnning@iimtcom m sua1 Timber Beam 8 Joist . .- t 8. t ; , .a- . , 1 ~ Description BM~IIPURLINI-mFTIERS .. Timber Member Information I 1)11) nM9 BY(0 MI NIIWI pRw2 wn~-oCI w4 or(4 PI4 &I&IM 0114 h Li5m' Li5m 5500 5.m am In ~ 1- 13.250 5.125 13.250 5m l.m i 1- 1Sam 13.250 9.250 Tmbrs.cllon m4 I e$nm &apm ~runbncadLmgth . n-' 0.m 0.00 * am am 0.m om 0.W nmbrond. : Fb-.8..lcAyav pl : 1.9o.o 1.28lO 1 m;o 1 ,mo 2.4n.o 1 m.0 FV-BllcMar 1.1lE.o p*~ 85.0 "1 85.0 loi 1,a.o I .a.o m.0 1 .ma 85.0 185.0 85.0, . 85.0 1 ,a.o "F&. 1 gm.0 1 .ma 'I ,pmo , 1 .a0 1 .m 1.250 1.iS 1 .a0 1 .a0 1 .a -w . :sm sm sm s.m, WLrn sm m i I ,i I c , 2, . !. I , . ... t .I TdY ~~184UF"-8026 scop: ! w$mcol Timbel;' Beam 8 Joist Description FHDI-IO Ember Member information I I RID(' ' Mm ?ma RID( RDUT RloI -0 i TdJ ~76-1844/F~944026 kop: W ,. dl: manning@inet.com nr:m - Timber Beam 8 Joist Description FHD11-18 lIfmber Member Information ,. I 5 rmnl mol2 mol4 mol6.1. MD(T Rml. TlmbUGW Fb-BritAlaw t 1 1.J50.0 . 1,m.o '1-0 ml 1 JSDa 85.0 so so 1 ,J50.0 850 1 350.0 ma 1 .d.o 85.0 4.00 '' 950 1.25 1 .m 2m 1 .m 225 m:AQul 378.5 80.7 Fb:- 1.335.2 -7 lP8 1 m.0 167.3- 1.283.0 1,391.0 2S.1 1 ,283.0 1,350.0 tv:w 25.1 73.1 08.2 15.4 , 14.9 125 26.8 so I. mo , i 85.0 850 100.4 BcnUlng OK Bcndlng OK Bcndlng OK Bcnulnq OK Bcndlng OK Benrllng OK Bendlng OK Fv: AYmabk BIO BIO Shes, OK Shea OK %ear OK Shew OK Shear OK Shear OK Shear OK i: i i bbt Mu 36Pht. 7JUNW e-mail: manning@iinetcom w: GI wx+wl Timber Beam 8 Joist ': pp. 1 Description MDIQ-24 @X 1SX 1.250 Rquits i Rgb = 0.3814 am 0579 0- 0s 0.1015 -0- in-lc @x= 1 4.74 n 3.88 2.00 11.e 2w 17.88 1.31 18.15 1 .a 2% 2.50 1 .50 1 tb:Aaml w' : 32.7 11.8 as 43.0 33.1 i 8.6 - : tv:Achd '. Pl Zm.8 132.7 421.1 ' 3a.l : 3b2.0 .81.1 Fb:Alaulb* ~ 1,W.O 1,283.0 1,330.0 1,m.o 1,350a 1 ,283.0 I Bcndlng OK 0Uldlng OK Bcndlng OK lkndlng OK Bendlng OK Bcndlng OK . !. Fv : Mamb* pl 86.0 0 861) so 85.0 .mO She& OK Shear OK shear OK Shear OK Shear OK Shear OK Description ' FBMI-7 ~- hm in In 6.79) a500 om n pi .2,4W.o pd lQ6.0 Id lgn.0 1 .m GhlLyn W5x2t.O ~ h1zMsd 6750 21 .m 5.125 19.Sa om 0.e i4W.O 2,4W.O 1S.O 1 8s.o 1 Ko.0 ' 1 .m.o Gh- ' . WCMl 1.m : 1.m &I-a0 l8.m 0.00 S.lis 2.4W.0 1 doo.0 1e0 WLm 1 .m aizM2a 5.1a 12m 0.02 2,a.0 1 ,ma 15.0 WLvn 1 .a 3.m 4x10 9.290 0.w 1 .a.o €5.0 1 .m.o 1 .an sw (px = ftl 15.74 225 9.72 8.69 .'. 10.9 831 ,321 fb:AaUd 1.24t.D -6 1 M2.0 1,510.2 1.7442 921.7 ja1.7 Fb:- : 1,3501) a.9 23725 ueO.9 24m0 1.m0 fv:Aciual Fv:Awawble 1382 Q8 134.3 ' la1 1861) 165.0 143 . lS.0 95.0 54.8 185.0 95.0 Shear OK 0endlng OK Bending OK ,Bending OK ending.OK sending OK sending OK sending OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK I Description FBMl5-21, Timber Memberlnformation I L mNl6 FmlT -(I mNlS - m 61rrtZO in '5.125 ;n In 12m am w 2.4m.o w ki l.em.0 1ss.O 1 .m 5.m QIZ 11m 0.m - l,?frm - 85.0" 1,w.o 1 .an .' ssm om Q1-2 11.m 1 ,mo 1 ,w.o S.0 1 .m 5.m Q14 61;111*20 5.125 13.29) 12m , om am 1,mo , 24m.o 85.0 1s.o 1,mo ' l.em.0 1 .an 1 .an 61- p5co S125 om 2Am.o 185.0 1 Bm.0 1 .an mm 1m.m 't w.m a4.m t xam mm 74am asu 0.m ullxl w.0.7 28400 4.750 m.m SoclOD kantilever Span " I .spn n , 240.m \ W(mnunL0d M lam WDrrlLW Mt - am : IRekults '~ . -4 094 ae64B Om OBIDS 0.8798 ma -0- Mt -e- 1- 1Q.Q a.w a 151 88 11m 738.11 ; 24m.o 1 an.0 1Jjg.o ~ 1550.0 1 ,?e52 24m.o m .9 pu 9418 8424 1.7082 ,Fb:AYwet40 om 7447 am 527.1 8840 am ' 1,3737 389.1 m:w pl : .am o.m am M 890 Bcndlng OK Bendlng OK . Bendlng OK Bsndlng OK, Bcndlng OK Bendlng OK !Bending OK fv:Adual . 88.2 24.7 77.4 1448 Fv:Alanrible 50.0 151.1 1850 Shear OK Shear OK Shear OK sheir OK Shear OK ShearOK- . ShearOK 1s.o OX- n 5.50 0s 34) 720 . 4.32 478 95.7 , €5.0 S.0 :S.O . .*.o , ' 3 .. E I i *. -. , ., ,! . Description FEW-28 Fmber Member Information /. L I - Rnbasuuml M mMa M mm4 M - M M M .; M mw.7 Bmwldm m 3500 h 3fm 3.?m 3Eul aiao ,3.?m h om 3.m I 7250 M Lrunbmdm. R 7m 7.m 7.m i 7.90 7m 7m nmbrond. am 0.m om am 0.m am Fb-WAlorr , pl 1.m.o 1 .m.o 1.m.o ~ 1,m.o EwkMoa*r bl I %A :1.w.o : 1,mo %.O 96.0 FV-WAlav . pl 1,w.o 1 pm.0 1 .mop 1,w.o ,r,an.o, 1 .an 1 .an 1 .om tom 1 .an i lxao 1 :w 650 : ail ;1,ma ' . 1.m.o €50 I .ma 65.0 UnLad Pon*l DL Fv:1ulomb* ~ SnO Sm i6.0 86.0 S.0 86.0 a0 Shear OK Sh4.r OK Shear OK Shear OK Wear OK Shear OK Shew OK , i Timber Beam 8 Joist : Description FBMW32 /Timber Member information I I mlm Fmn a12 h ; 5500 n 0.w In ' 11250 pd ' , 1,G.o pd kri I.em.0 85.0 1 .om "0 9.250 3500 0.00 4 1 ,w.o 8.0 1 .ma 1 ,000 11 HOW TO USE THESE TABLES '70 1. Determim the live load ddldon criteria (MINIMUM CRITERLA PER CODE- 3. Select the on-ccnter rpacingyou prefer. U360 or IMPROVED PERFORMANCE SMTEM - U480) and locate the 4. Son down the column until you meet or amd the span ofyarr application. appmpriatc table. 40 PSF WE LOADlZO P5F DEAD LOAD) and mow to the appmphte rdon condition. / of the table. 2. Identi* the lding condition (40 P5F LIVE LOADllO EF DEAD LOAD or 5. Scan left in the mu. to locate the TJI' jokt serin and depth which mti$fia your MINIMUM CRITERIA PER CODE IMPROVED PERFORMANCE SYSTEM Li480 LIVE LOAD DEFLECTION t PROJECT 1 ENGR DATE MANNINGENGINFXRING 41892 hPRISE CIRCLE SO.. STE. E TEMECULA. CA 92590 PHONE (908) 676-1844 ! FAX(908)8948028 .~ i , 'I 'I I ! I. i i 1 I I i. ' ""."_I_ +.Ti3 = 43 7L . .- . . . .. . . . . ." " I j ' .' : PROJECT I ENGR DATE MANNINGJZNGINEElUNG i i i PROJECT, ENGR I DATE !' I , PROJECT ENGR DATE MANNINGENGINEERJNG TEMECUU .CA SEW 41892 ENTERPRISE CIRCLE SO.. STE. E MNE (SOS) 6761844 FAX (SOS) &944028 PROJECT I MANNINGENGINEERING ENGR DATE 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA. CA 92590 PHONE 0 6761844 FAX (Soe) 6M4026 .. I i , . ' . rl .. ~~~ ..<..I :. -:..i..L..i"i.. :. :. ..... & u)>.. .:..:; : ; ' ,; -.)tDp:3:t., : s3:. !. 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CA 92580 PHONE 676-1644 FAX (SOS) 6s4-am '! .. j :, .. c. -1 : , PAGE 'Irl ,OF. ,, , , .: ., .. ......... ;...;..;.. ....... ....... -. ............. i. ... .~ .. :. .......... ....... ....... .,.; .._, ......... :..;...;.., ..................... i. ... ,.... i :..< .: .......... ............. ... ~ #llg 35 .. .: ., .. ..... :.,.. ................. ........... ....... .:. ..... ................................... I ! i 1 .~. ~ ...... ~... : ..,.. i. ...... .. .. .. .. .................... ... ................. .. ..... .... ........ ...... ... . .., /..A ;,. ;. .?&+2::.&Lql <~. .: .. 01; , ...... I 1 , ,;;;;~j;j.. ,..~ . LC i ................. ... .: ~ .:.,~!..:.: .. i ,. .... ;: t .%GPu: j '' ..... a ......................................... ~~: ..... ........... ....... ....... ..+. ...... I 'I I ." I wt 'I '! .. ~ ........ - .. . .... .. .~! ......................................... I PROJECT ENGR DATE MANNING ENGINEERING 41892 ENTERPRISE CIRCLE SO., STE. E TEMECULA. 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Y In VI D D E 2 e I# x P JUN-29-99 TUE 04: 10 PM STONE TRUSS FAX NO, 9676178 P. 03/05 ". - .. . 0 W- m I W 0 I w VI 0 e m 7 N io DI w m 7 w- in N x P - \ n 0 n m z 0 v) W c -l r > m m .J W w I * I*.** , co- OC -lT JUN-29-99 TUE 04 :09 PI STONE TRUSS FAX NO, 9676178 b P. 02/05 0 < m 7 N x1 UI I VI W L I W' . 4 v) 5 U c rt 0 7 I N x \ P c. Y N x 'E P N x P > - 111 I 0 0 m -. .I" 0 VIrr VI E** g:: mc on n 0 W 4: .. m m z r C x m m W V m W r c) '? W c D W -4 r m ! JUN-29-99 TUE 04: 1'1 PM STONE TRUSS FAX NO. 9676178 ' . P, 04/05 "0 ' m3 .3 "Z 00 -4m .= on ?E EIl 2 mww x moo moo E W I1 VI 0 rn 7 N ? ? 0 W x u II III -4 I m '. m n 0 z 0 z - P 0 Geotechnical Geologic Environmental 5741 Palmer Way . Carlsbad, California 92008 (760) 438-3155 FAX (760) 931-0915 October 6,1999 W.O. 2691-A-SC Mr. Jay Kawano c/o Astleford Construction, Inc. 1010 Linda Vista Drive San Marcos, California 92069 Attention: Mr. Bob Astleford Subject: Grading and Foundation Plan Review, Proposed Kawano Residence, Lot 94, Acuna Court, Carlsbad, California Dear Mr. Astleford: In accordance with a your request, GeoSoils, Inc. (GSI) has performed a review of the grading plans (Sheets 1 through 3) prepared by &Vista Engineering, and the foundation plans (Sheets 1 and 7) prepared by Barry Smith &Associates (see the Appendix), for the proposed Lot 94 project. The plans reviewed appear to be in general conformance with the recommendations provided by this office and presented in GSI (1999), with the following comments and/or additional recommendations. - . Sheet 1, Sie Plan references the 1994 unitorm Building Code. Current standards of practice for construction projects utilizes the 1997 Uniform Building Code. The soils report (GSI, 1999) should be referenced on Sheet 1, Site Plan and Sheet 7, Foundation Plan. . Isolated footings are proposed on Sheet 7, Foundation Plan. For medium expansive soils, GSI recommends that design of isolated pad footings be 24 inches square and 24 inches deep, founded entirely into compacted fill or competent bedrock material, and should be connected by grade beams in at least one direction. L mations Since our study is based upon the site materials and conditions observed, selective laboratory testing and engineering analysis, the conclusion and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change with time. GSI assumes no responsibility for work, testing or recommendations performed or provided by others. The opportunity to be of service is greatly appreciated. If you have any questions, please do not. hesitate to call our office. Respectfully submitted, GeoSoils, Inc. Project Geologist, CEG 19 DG/RGC/DWS/JPF/mo Attachment: Appendix - References Distribution: (4) Addressee David W. Skell Civil Engineer, Mr. Jay Kawano W.O. 2691-A-SC Lot 94, Acuna Court October 6,1999 GeoSoils, Inc. File:e:\wp7\26W\2691a.gaf Page 2 REFERENCES . Aka Vista Engineering, 1999, Grading plans for lot 94, map no. 8032, project no. PD 99-10, drawing 379-5A (Sheets 1 through 3). Barry Smith & Associates, 1999, Site plan and foundation plan, a residence for Jay Kawano (Sheets 1 and 3, dated June 29. GeoSoils, Inc., 1999, Preliminary geotechnical evaluation, Lot 94, Acuna Court, Carlsbad, California,” W.O. 2691-A-SC, dated June 28. International Conference of Building Officials, 1997, Uniform building code: Whittier, California. CeoSor‘ls, Inc. Mr. Jay Kawano c/o Astleford Construction, Inc. 101 0 Linda Vista Drive .Sari Marcos, California 92069 Attention: Mr. Bob Astleford Subject: Soil Corrosivitv Test Results, Proposed Kawano Residence, Lot 94, Acuna Court, Carlsbad, California Reference: 1) “Preliminary Geotechnicai Evaluation, Proposed Kawano Residence, Lot 94, Acuna Court, Carlsbad, California.” W.O. 2691-A-SC. dated June 28,1999, by GeoSoils. Inc. 2) “Uniform Building Code,” International Conference of Building Officials, Whittier. California. vol. 1, 2, and 3, 1997. As previously discussed in the reference no. 1, GeoSoils, Inc. (GSI), conducted sampling of near-surface soils on the subject site for corrosivity. Laboratory test results, completed by M. J. Schiff & Associates (consulting corrosion engineers), are provided in the attachment. Unless specifically superseded herein, the conclusions and recommendations contained in the referenced report by GSI remain pertinent and applicable, and should be mented during design and construction. - - SUM“ A typical sample of the site material was analyzed for corrosion/acidity potential. The testing included determination of soluble sulfates, pH, and saturated resistivity. Results indicate that site soils are neutral with respect to acidity and are severely corrosive to ferrous metals. Severely corrosive soils are considered to be below 1,000 ohms-cm. Based upon the soluble sulfate results of 0.03 percent by weight in soil, the site soils have a negligible corrosion potential to concrete (UBC range for negligible sulfate exposure is 0.00 to 0.10 percentage by weight soluble [SO,] in soil). Alternative methods and additional comments may be obtained from a qualified corrosion engineer. e We appreciate the opportunity to be of further service. If you should have any questions, please do not hesitate to call our office. Respectfully submitted, Mr. Jay Kawano W.O. 2691-A-SC Lot 94. Acuna Court July 7, 1999 File:e:\wp7\2MX)\269la.SCt Page 2 CeoSoils, Inc. . M. J. Schiff & Associates, he. .. I Consulting Corrosion Engineers -Since 1959 c 1308 Monte Vista Avenue, Suite 6 Upland, CA 91786-8221 Phone: 909/931-1360 Table 1 - Laboratory Tests on Soil Samples CeoSoiLv, Inr Your !42691-ASC, MJS&A #99.?16-03 24-Jun-99 Sample ID Tp-3 Resistivity Units as-received ohm-cm sarurated ohm-cm PH Electrical Conductivity mSicm Chemical Analyses Cations calcium ca" mgkg magnesium Mg" -mag sodium Na" mgkg Anions carbonate CO," mgkg bicarbonate HCOI" mgkg chloride CI" mgkg sulfate . SO," mgkg Other Tests ammonium NHI'* mgkg nitrate NO," mgkg sulfide S" qual Redox mv 1.200 430 7. I 0.45 52 61 302 ND 174 @ 269 na na na Electrical conductivity in millisiemens/cm and chemical analysis were made on a 15 soil-to-water extract. mgkg = milligrams per kilogram (pans per million) of dry soil. Redox = oxidation-reduction potentid in rnil!ivolts ND = not detected na = nor analyzed Page I of I .. . ... . .- . -.. ~- Geotechnical e Geologic a Environmental 5741 Palmer Way Carlsbad, California 92008 (760)438-3155 FAX(760)931-0915 TRANSMITTAL TO: Mr. Jay Kawano c/o Astleford Construction DATE: 6/29/99 Attention: Mr. Bob Astleford W.O. 2691-A-SC FROM: Donna Gooley We are transmitting x Herewith .- Under separate cover 1 Preliminary Geotechnical Evaluation, Proposed 6/28/99 Kawano Residence, Lot 94, Acuna Court, Carlsbad, California FOR: x Your Use - Your Approval - Your Review and Comments x- As You Requested - Other (describe below) .. F .- k i I: I PRELIMINARY GEOTECHNICAL EVALUATION LOT 94, ACUNA COURT CARLSBAD, CALIFORNIA PUiI MR. JAY KAWANO C/O ASTLEFORD CONSTRUCTION, INC. 1010 LINDAVISTA DRIVE SAN MARCOS, CALIFORNIA 92069 W.O. 2691-A-SC JUNE 28,1999 _I i Geotechnical Geologic Environmental 5741 Palmerway Carlsbad, California92008 (760)438-3155 FAX (760) 931-0915 June 28,1999 W.O. 2691-A-SC Mr. Jay Kawano c/o Astleford Construction, Inc. 101 0 Linda Vista Drive San Marcos, California 92069 Attention: Mr. Bob Astleford Subject: Preliminary Geotechnical EvaiiiZtLil, Proposed Kawano Residence, Lot 94, Acuna Court, Carlsbad, California Dear Mr. Astleford: In accordance with your request, GeoSoils, InC. (GSI) is pleased to present the results of our preliminary geotechnical investigation on the subject site. The purpose of our investigation was to evaluate the geologic and geotechnical conditions of the site, relative to the proposed development, and present recommendations for grading and foundation design and construction for the proposed development. -SUMMARY Based on our field exploration, geologic and geotechnical engineering analysis, the proposed development appears feasible from a soils engineering and geologic viewpoint, provided that the recommendations presented herein are properly incorporated into the design and construction of the project. The most significant elements of our study are summarized below: . The parcel is underlain by Santiago Peak Volcanics, which is overlain by a thin veneer of topsoil/colluvium which varies from 0 to 5 feet in thickness. Due to the relatively dry and loose condition of the topsoil/colluvium. these materials should be removed, moisture conditioned, and recompacted and/or processed in place, should settlement-sensitive improvements be proposed. The Santiago Rock Volcanics consist of highly fractured, weathered rock. Refusal depths were on the order of 2 to 5 feet. Local heavy ripping and/or bloating may be required. . Soils with a medium expansion potential exist onsite. Conventional foundations may be utilized for medium expansive soils. I _. t I I I I . Subsurface and surface water are not anticipated to significantly affect site development. Perched groundwater conditions along fill/natural contacts and along zones of contrasting permeabilities should not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities. . The site has a low risk to be affected by seismic hazards. The seismicity acceleration values provided herein should be considered during the design of the proposed development. . The geotechnical design parameters provided herein should be considered during project planning design and construction by the project structural engineer and/or architects. We appreciate the opportunity to be of servic?. If you have any questions pertaining to this report, please contact us at (760) 438-31 55. Respectfully submitted, GeoSoils, Inc. Donna Gooley Staff Geologist - Robert G. Crisman Engineering DG/RGC/DWS/mo Distribution: (1) Addressee (3) Aka Vista Engineering, Attention: Mr. Mr. Jay Kawano W.O. 2691 -A-SC I File:e:~.wp7\2600\2691a.Pge Page Two GeoSoils, Inc. I 1 1 1 TABLE OF CONTENTS SCOPE OF SERVICES 1 SITE DESCRIPTION AND PROPOSED DEVELOPMENT ......................... 1 ................................................... FIELDSTUDIES ......................................................... 1 ...................................................... I I I I EARTHMATERIALS 3 Topsoil/Colluvium .................................................. 3 SantiagoPeakVolcanics 3 FAULTING AND REGIONAL SEISMICITY ..................................... 3 Faulting .......................................................... 3 Seismicity 5 Seismic Shaking Parameters ......................................... 5 Gl7OUNDWATER 6 ............................................ ........................................................ ..................................................... LIQUEFACTION ......................................................... 6 LABORATORY TESTING .................................................. 7 Classification ...................................................... 7 Moisture-Density Relations .......................................... 7 Laboratory Standard-Maximum Dry Density ............................. 7 ExpansionlndexTesting ............................................ 8 Soluble Sulfates/pH/Resistivity ....................................... 8 ......................................... I I I DISCUSSION AND CONCLUSIONS 8 General .......................................................... 8 EarthMaterials .................................................... 9 Topsoil/Colluvium ............................................ 9 SantiagoPeakVolcanics ...................................... 9 Regional Seismic Activity ............................................ 9 EARTHWORK CONSTRUCTION RECOMMENDATIONS ....................... 10 ................................................ ....................................... ExpansionPotential 9 Subsurface and Surface Water 9 1 General ......................................................... 10 Site Preparation .................................................. 10 Overexcavation ................................................... 11 RockHardness ................................................... 11 Fillplacement .................................................... 12 Removals (Unsuitable Surficial Materials) .............................. 10 Fill Suitability ..................................................... 11 ErosionControl ................................................... 12 GeoSoils. Inc . FOUNDATION RECOMMENDATIONS ...................................... 12 Preliminary Foundation Design ...................................... 13 Bearingvalue .............................................. 13 Lateralpressure ............................................. 13 Construction ..................................................... 14 Medium Expansion Potential (Expansion Index 51 to 90) ............ 14 CORROSION .......................................................... 15 UTiLiiiES ............................................................. 15 RETAINING WALL RECOMMENDATIONS ................................... 15 Restrainedwalls .................................................. 16 CantileveredWalls ................................................ 16 Reraining Wall Footing Transitions ................................... 18 RECOMMENDATIONS-POST EARTHWORK ................................. 18 Planting and Landscape Maintenance ................................ 18 Additional Site Improvements ....................................... 19 Additional Grading ................................................ 19 Footing Trench Excavation ......................................... 19 TRENCH BACKFILL ..................................................... 19 PLAN REVIEW ......................................................... 20 INVESTIGATION LIMITATIONS ............................................ 20 General ......................................................... 15 Wall Backfill and Drainage .......................................... 17 Drainage ......................................................... 19 FIGURES: ......................................... Figure 1 . Site Location Map 2 Figure 2 . California Fault Map ........................................ 4 Appendix A . References ................................... Rear of Text Appendix B . Test Pit Logs .................................. Rear of Text Appendix C . General Earthwork and Grading Guidelines ......... Rear of Text Plate 1 . Test Pit Location Map ...................... Rear of Text in Pocket ATACHMENTS: Mr . Jay Kawano Table of Contents Page li File:e:\wp7\2600\269la.pge GeoSoiZs, Inc . 1 .- PRELIMINARY GEOTECHNICAL NALUATION LOT 94, ACUNA COURT CARLSBAD, CALIFORNIA 1 1 1. Review of readily available soils and geologic data (Appendix A). 4 1 1 4. Evaluation of regional seismicity. 1 SCOPE OF SERVICES The scope of our services has included the following: 2. Subsurface exploration consisting of excavation of five exploratory test pits for geotechnical logging and sampling (Appendix B). 3. Laboratory testing of representative soil samples collected during our subsurface exploration program. 5. Appropriate engineering and geologic analysis of data collected and preparation of this report. s SITE DESCRIPTION AND PROPOSED DEVELOPMENT 4 4 The subject site is located on the northeast side of Acuna Court in the City of Carlsbad, California (see Site Location Map, Figure 1). The site is currently vacant. A 200 foot wide San Diego Gas and Electric easement exists along the northeast border of the lot. A small slope has been constructed along the right-of-way for Acuna Court. The elevation on the site is approximately 390 feet above mean sea level. The property slopes gently to the southwest. I Y It is our understanding that proposed development will consist of a single-family residence with underground utility improvements. A swimming pool is possibly proposed. It is anticipated that the planned building will use continuous footings and slab-on-grade floors with wood-frame and/or masonry block construction. Building loads are assumed to be typical for this type of relatively heavy structure. It is also our understanding that sewage disposal is proposed to be accommodated by tying into the regional municipal system. 1 1 1 FIELD STUDIES I I Field studies conducted by GSI consisted of geologic mapping of the site, and the excavation of five exploratory test pits for evaluation of sub-surface soil and geologic conditions with a rubber tire backhoe. Excavation depths were limited by refusal on hard rock. The test pits were logged by a geologist from our firm who collected representative bulk samples from the test pits for appropriate laboratory testing. 1 Ge~S~ils, he. The logs of the test pits are presented in Appendix B. The location of the test pits are presented on Plate 1. EARTH MATERIALS Tomoil/Colluviuq Topsoil/colluvium were encountered in our test pits, overlying bedrock. These materials consist of reddish brown, silty sand to clayey sand. The materials generally were dry to moist and loose. Topsoil/colluvium ranged in thickness in our test pits from 0 to 5 feet thick. These materials are considered unsuitable for the support of settlement-sensitive improvements in their existing state. The site is underlain by the Cretacsous/Jurassic-age Santiago Peak Volcanics. As encountered, these bedrock materials generally consist of highly weathered and fractured metavolcanics. Bedrock excavation produces cobble to boulder sized material. Average refusal depth is 3 to 4 feet. These materials are considered competent for the support of settlement-sensitive improvements in their existing state. We anticipate that most excavations may be accomplished using standard heavyduty grading equipment: however, local heavy ripping and/or blasting may be required. FAULTlNG AND RFGlONAL SEISMICITY Faulting The site is situated in an area of active as well as potentially-active faults. Our review indicates that there are no known active faults crossing the site within the areas proposed for development (Jennings, 1994), and the site is not within an Earthquake Fault Zone (Hart and Bryant, 1997). There are a number of faults in the southern California area that are considered active and would have an effect on the site in the form of ground shaking, should they be the source of an earthquake. These include--but are not limited to--the San Andreas fault, the San Jacinto fault, the Elsinore fault, the Coronado Bank fault zone, and the Newport-InglewoodiRose Canyon fault zone. The location of these and other major faults relative to the site are indicated on Figure 2. The possibility of ground acceleration or shaking at the site may be considered as approximately similar to the southern California region as a whole. Mr. Jay Kawano W.O. 2691 -A-SC Lot 94. Acuna Court, Carlsbad June 28, 1999 File: e:\wp7\2600\2691a.pge Page 3 GeoSoils, Inc. I " L t .a The following table lists the major faults and fault zones in southern California that could have a significant effect on the site should they experience significant activity. ABBREVIATED FAULT NAME APPROXIMATE DISTANCE MILES (KM) Coronado Bank- Aqua Blanca 32 (52) San Diego Trough-Bahia Sol 7 (11) Rose Canyon 12 (20) Newport-lnglewood-Cshore 19 (30) La Nacion 22 (36) Seismicity The acceleration-attenuation relations of Joyner and Boore (1982), Campbell and Bozorgnia (1994), and Sadigh and others (1989) have been incorporated into EQFAULT (Blake, 1997). For this study, peak horizontal ground accelerations anticipated at the site were determined based on the random mean plus 1 - sigma attenuation curves developed by Joyner and Boore (1982), Campbell and Borzorgnia (1994), and Sadigh and others (1989). These acceleration-attenuation relations have been incorporated in EQFAULT, a computer program by Thomas F. Blake (1997), which performs deterministic seismic hazard analyses using up to 150 digitized California faults as earthquake sources. The program estimates the closest distance between each fault and a user-specified file. If afault is found to be within a user-selected radius, the program estimates peak horizontal ground acceleration that may occur at the site from the "upper bound" (maximum credible) and "maximum probable" earthquakes on that fault. Site acceleration (9) is computed by any of the 14 user-selected acceleration-attenuation relations that are contained in EQFAULT. Based on the above, peak horizontal ground accelerations from an upper bound event may be on the order of 0.46 g to 0.58 g, and a maximum probable event may be on the order of 0.26 g to 0.33 g, assuming an upper bound (maximum credible) and maximum probable event of magnitude about 6.9 and 5.9, respectively, on the Rose Canyon fault zone, located approximately 7 miles from the subject site. Seismic Shakina Parameters Based on the site conditions, Chapter 16 of the Uniform Building Code (International Conference of Building Officials. 1997), and Peterson and others (1996), the following seismic parameters are provided: I Mr. Jay Kawano W.O. 2691 -A-SC Lot 94. Acuna Court. Carlsbad June 28. 1999 File: e:\wp7\2600\2691a.Pge Page 5 CeoSoils, Inc. I .- I I Seismic zone (per Figure 16-2’) M, 6.9 Upper Bound Earthquake 7 mi (11 km) Distance to Seismic Source B Seismic Source Type (per Table 16-U*) A Joyner and Boore Subgrade Type s, Soil Profile Type (per Table 1 6-J*) 4 Figure and table references from Chapter 16 of the Uniform Building Code (1997). ** Dual classifications due to varying earth material VPes in the upper 100 feel underlying the site. Subsurface water was not encountered within the property during field work performed in preparation of this report. Subsurface water is not anticipated to adversely affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into rne construction plans. These observations reflect sit2 conditions at the time of our investigation and do not preclude future changes in local groundwater conditions from excessive irrigation, precipitation, or that were not obvious, at the time of our investigation. Seeps, springs, or other indications of a high groundwater level were not noted on the subject property during the time of our field investigation. However, seepage may occur locally (due to heavy precipitation or irrigation) in areas where fill soils overlie silty or clayey soils. Such soils may be encountered in the earth units that exist onsite. Perched groundwater conditions along fill/bedrock contacts and along zones of contrasting permeabilities should not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities. Should perched groundwater conditions develop, this office could assess the affected area@) and provide the appropriate recommendations to mitigate the observed groundwater conditions. LIQUFFACTIOH Seismically-induced liquefaction is a phenomenon in which cyclic stresses, produced by earthquake-induced ground motion, create excess pore pressures in soils. The soils may thereby acquire a high degree of mobility, and lead to lateral movement, sliding, sand boils, consolidation and settlement of loose sediments, and other damaging deformations. This phenomenon occurs only below the water table: but after liquefaction has developed, it can propagate upward into overlying, non-saturated soil as excess pore water dissipates. Typically, liquefaction has a relatively low potential at depths greater than 45 feet and is virtually unknown below a depth of 60 feet. Mr. Jay Kawano W.O. 2691-A-SC Lot 94. Acuna Court. Carlsbad June 28. 1999 File: e:\wp7\2600\2691a.pge Page 6 GeoSoils, Inc. 1 -. 1 .. u;':*,r Liquefaction susceptibility is related to numerc. .- 'xtors and the following conditions and not have developed a large amount of cemci::.ation: 2) sediments generally consist of medium to fine grained relatively cohesionless smds; 3) the sediments must have low relative density; 4) free groundwater must be present in the sediment; and 5) the site must experience a seismic event of a sufficient duration and magnitude, to induce straining of soil particles. Inasmuch as three to four of these five conditions do not have the potential to affect the site and the entire site is underlain by bedrock mklals CJ~ ihe Santiago Peak Volcanics, our evaluation indicates that the potential for liquef2cti.m and associated adverse effects within the site is very low, even with a future rise in gwndwater levels. I 1 i I ,., .. ~~ should be present for liquefaction to occur: 1) sei. . .znts must be relatively young in age . . ,,~ ~ I I 1 I ARORATOt it i =STING - . , ." Laboratory tests were performed on a representztive sample of representative site earth materials in order to evaluate their physical characteristics. Test procedures used and results obtained are presented below. Classification 1 1 Soils were classified visually according to the Unified Soils Classification System. The soil classifications are shown on the test pit logs in Appendix 8. L Moisture-Densitv Relations The optimum moisture content was determined for the major soil type encountered in the test pits. The laboratory standard used was ASTM D-1557. Results of this testing are presented on the test pit logs in Appendix 6. Laboratorv Standard-Maximum Dry Density The maximum density and optimum moisture content was determined for the major soil type encountered in the test pits. The laboratory standard used was ASTM D-1557. The moisture-density relationships obtained for this soil is shown on the following table: 1 1 MAXIMUM DENSITY OPTIMUM MOISTURE 1 LOCATION CONTENT (%) (PCF) SOIL TYPE TP-3 @ 2-4' 13.0 121.0 CLAYEY SAND, Red Brown ! Mr. Jay Kawano Lot 94, Acuna Court, Carlsbad W.O. 2691-A-SC June 28. 1999 File: e:\wp7\2600\2691a.pge Page 7 ! EeoSoils, 3nc. Expansion Index Testinq Expansion index testing was performed on a representative soil sample, according to Uniform Building Code (UBC, 1997) Standard No. 18-2. The test results are presented below as well as the expansion classification according to UBC (1997). LOCATION SOIL NPE EXPANSION POTENTIAL CLAYEY SAND, Red brawn Soluble SulfateshHlResistiviQ Laboratory test results for soluble sulfates, pH; and corrosion to metals have not been received as of the date of this report. Testing will be presented as an addendum upon receipt of the results. Upon completion of grading, additional testing of soils (including import materials) should be considered prior to the construction of utilities and foundations. Further evaluation by a qualified corrosion engineer may be considered. General - Based on our field exploration, laboratory testing and geotechnical engineering analysis, it is our opinion that the subject site is suitable for the proposed residential development from a geotechnical engineering and geologic viewpoint, provided that the recommendations presented in the following sections are incorporated into the design and construction phases of site development. The primary geotechnical concerns with respect to the proposed development and improvements are: . Earth materials characteristics (rock hardness and rippability) and depth to . Subsurface water and potential for perched water. . Regional seismic activity. . Expansion potential of site soils. competent bearing material. The recommendations presented herein consider these as well as other aspects of the site. In the event that any significant changes are made to proposed site development, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the recommendations of this report verified or modified in writing by this office. Foundation design parameters are considered preliminary until the foundation design, layout, and structural loads are provided to this office for review. Mr. Jay Kawano W.O. 2691-A-SC Lot 94, Acuna Court, Carlsbad June 28. 1999 Fiie: e:\wp7\2600!2691a.pge Page 8 Ck306oils, Inc. 8. - Topsoil/Colluvlum The topsoil/colluvium sediments are dry, loose, and potentially compressible. They do not meet the current industry minimum standard of 90 percent (or greater) relative compaction. Recommendations for the treatment of these materials are presented in the earthwork section of this report. I 1 1 Santiago Peak Volcanics ' . These materials are considered competent to sup+ 3 settlement-sensitive structures in 1 ' '' their existing state. Most excavations may be accorrtplished using standard, heavy-duty grading equipment; however, local heavy ripping anc4!or blasting may be required. !2pansion Po- $1~ kboratory test results indicate that soils with a medium expansion potential underlie the site. This should be considered during project design. Foundation design and construction recommendations are provided herein for medium expansion potential classifications. ~ I 13 I I 4 I e Subsurface and surface waters, as discussed previously, are not anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along fill/bedrock contacts and along zones of contrasting permeabilities should not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. The groundwater conditions observed and opinions generated were those at the time of our investigation. Conditions may change with the introduction of irrigation, rainfall, or other factors that were not obvious at the time of our investigation. Peaional Se ismic Activity The seismic acceleration values provided herein should be considered during the design of the proposed development. rl I I 0 Mr. Jay Kawano W.O. 2691-A-SC Lot 94, Acuna Court. Carlsbad June 28. 1999 Fiie: e:\wp7\2600\2691a.pge Page 9 GeoSoils, Inc. FARTHWORK CONSTRUCTION RECOMMENDATIONS General All grading should conform to the guidelines presented in Appendix Chapter A33 of the Uniform Building Code (adopted and current edition), the requirements of the City of Carlsbad, and the Grading Guidelines presented in this report as Appendix C, except where specifically superseded in the text of this report. Prior to grading GSl's representative should be present at the preconstruction meeting to provide additional grading guidelines, if needed, and review the earthwork schedule. Earthwork beyond the limits of the surficial, remedial overexcavations or those indicated on the grading plan should be reviewed by the geologist and/or geotechnical consultant prior to and following these additional removals. During earthwork construction all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative@) of GS!. If unusual or unexpected conditions are exposed ir; the field or if modifications are proposed to the rough grade or precise grading plan, they should be reviewed by this office and if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met. GSI does not consult in the area of safety engineering. Excavations into the granular material on this site may be unstable. Site PreDaration Debris, vegetation, and other deleterious material should be removed from the improvement(s) area prior to the start of construction. Removals (Unsuitable Surflcial Materials) Due to the desiccated and relatively soft, porous, and potentially compressible condition of the topsoil/colluvial materials on the site, removals should consist of all colluvial materials (about 0 to 5 feet thick) to competent bedrock materials within settlement- sensitive improvements and .to.a,..l:l horizontal to vertical projection from the bottom outside edge of the settlement-sensitive improvement, and within parking/driveway areas. The exact removal depths for topsoil/colluvium materials should be recommended by GSl's representative in the field. Once these materials are removed, the bottom of the excavations should be observed and tested by a representative of GSI. The bottom areas approved to receive fill should be scarified in two perpendicular directions and moisture conditioned (at or above the soils optimum moisture content) to a depth of 12 inches and compacted to a minimum 90 percent relative compaction. At that time, the removed existing earth materials may be re- Mr. Jay Kawano W.O. 2691-A-SC Lot 94. Acuna Court, Carlsbad June 28. 1999 File: e:\wp7\26W!ZSSla.pge Page 10 GeoSoils. In@. used as fill, provided rile I I mielidis are moisture conditioned at or above the soils optimum moisture and compacted in accordance with the recommendations of this report. Overexcavm Competent bedrock materials occur near existing grade in some areas within the site. Overexcavation should be performed on cut areas, and fill areas with insufficient underlying compacted fill materials, if such materials are not removed by planned grading. This overexcavation should be performed on building pad areas and areas 5 feet outside the outer-most foundation elements to produce a minimum 3-foot fill blanket. If footing embedments are greater than 24 inches, the overexcavation should be increased to a minimum of 2 feet below the bottom of the footing and 5 feet laterally beyond the width of the footing, or a 1 :1 (h:v) projection from the bottom outside edge of the footing, whichever is greater. Following overexcavation, the bottoms areas approved to receive fill should first be scarified in two perpendicular directions and moisture conditioned (at or above the soils optimum molsture content) to a depth of 12 inches and COZ;,aC:ad to a minimum 90 percent relative compaction. Rock Hardness Difficult excavation may be anticipated within the volcanic bedrock. Utilizing a Case 580E backhoe, refusal on hard rock occurred at shallow depths (approximately 2 to 5 feet) in all of our test pits. Considering this, it should be anticipated that special equipment or methods (ia, blasting, jack hammers, etc.) may be needed to: 1) complete the recommended building pad overexcavation, 2) to complete the excavation for the proposed pool and 3) to excavate for utilitytrenches. It is likely the pad overexcavation for the building could be completed with a D-6 dozer or equivalent; however, it is probable that special equipment or blasting may be needed to complete the pool excavation dependent on depth. Care should be taken when completing these excavations not to damage existing improvements and/or overexcavate/blast slopes. Fill SuitabillQ Topsoil/colluvium (excluding oversize material) should produce good quality fill material. Volcanic rock onsite will produce highly variable fill materials. The upper weathered portion, which can be excavated by ripping, should produce reasonably good quality fill with some oversized rock. Harder, less weathered material will likely generate poor quality fill containing minimal fines. Locally occurring boulders and hard zones, possibly requiring special equipment, blasting, a rock breaker or rock saw should be anticipated. Any areas where blasting is required would likely produce poor to fair quality fill due to oversize material. Oversized material may be placed in non-structural areas, mixed with crushed or mined onsite materials, mixed with imported granular material or exported from the site. ~ -~ ~ ~~ ~~~ Mr. Jay Kawano W.O. 2691-A-SC Lot 94. Acuna Court, Carlsbad June 28. 1999 File: e:\wp7\2600\2691a.pge Page '1 1 CeoSoils, Inc. 1 Trenching for utilities may be difficult in areas of deeper excavaliut IS. This can be mitigated by overexcavating to below the depth of proposed utilities and replacing the excavated material with compacted fill. This should be considered and evaluated during earthwork construction. Fill Placernea Subsequent to ground preparation, onsite soils may be placed in thin (6ainch) lifts, cleaned of vegetation and debris, brought to a least optimum moisture content, and compacted to achievs a minimum relative compaction of 90 percent. Oversized cobbles^ and boulders (8 to 24 inches), generated as the result of the remedial earthwork should be placed outside of the limits of the building in landscape areas or a pre-designated disposal area. If fill materials are imported to the site, the proposed import fill shculd be submitted to GSI, so laboratory testing can be performed to verify that the intended import material is compatible'witti nnsita material. At least three business days of lead time should be allowed by builders or contractors for proposed import submmls. I'liij ieau time will allow for particle size analysis, specific gravity, relative compaction, expansion testing, and blended import/native characteristics as deemed necessary. Erosion! Onsite soils and bedrock materials have a moderate erosion potential. Use of hay bales, silt fences, and/or sandbags should be considered, as appropriate during construction. Temporary grades should be constructed to drain at a minimum of 1 to 2 percent to a suitable temporary or permanent outlet. Precise grades should be evaluated by the design civil engineer to reduce concentrated flows to less than 6 feet per second (Amimoto, 1981) and into lined or landscaped swales. Evaluation of cuts during grading will be necessary in order to identify any areas of loose or non-cohesive materials. Should any significant zones be encountered during earthwork construction, additional remedial grading may be recommended; however, only the remedial measures discussed herein are anticipated at this time. FOUNDATION RECOMMENDATIONS In the event that the information concerning the proposed development plan is not correct or any changes in the design, location, or loading conditions of the proposed structure are made, the conclusions and recommendations contained in this report are for the subject parcel only and shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office. Mr. Jay Kawano W.O. 2691-A-SC Lot 94. Acuna Court. Carlsbad June 28.1999 File: e:?wp72600\2691a.Fge Page 12 GeoSoils, Inc. The information and recommendations presented in this section are considered minimums and are not meant to supersede design@) by the project structural engineer or civil engineer specializing in structural design. Upon request, GSI could provide additional consultation regarding soil parameters, as related to foundation design. They are considered preliminary recommendations for proposed construction, in consideration of our field investigation, laboratory testing, and engineering analysis. Preliminarv Foundation Desiqn Our review, field work, and laboratory testing indicates that onsite soils have a medium expansion potential. Final foundation recommendations should be provided at the conclusion of grading based on laboratory testing of fill materials exposed at finish grade. The information and recommendations presented in this section are considered minimums and are not meant to supersede design@) by the project structural engineer or civil engineer specializing in structural design. Upon request, GSI could provide additional consultation regarding soil parameters, as related to foundation design. They are considered preliminary rczqzmendations for proposed construction, in considmtion of our field investigation, laboratory testing, and engineering analysis. Bearing Value 1. The foundation systems should be designed and constructed in accordance with guidelines presented in the latest edition of the Uniform Building Code. 2. An allowable bearing value of 1500 pounds per square foot may be used for design of continuous footings 12 inches wide and 18 inches deep and for design of isolated pad footings 24 inches square and 24 inches deep founded entirely into compacted fill a competent bedrock material and connected by grade beam or tie beam in ate least one direction. This value may be increased by 200 pounds per square foot for each additional 12 inches in depth to a maximum value of 2000 pounds per square foot. The above values may be increased by one-third when considering short duration seismic or wind loads. No increase, in bearing, for footing width is recommended. Lateral Pressure 1. For lateral sliding resistance, a 0.30 coefficient of friction may be utilized for a concrete to soil contact when multiplied by the dead load. 2. Passive earth pressure may be computed as an equivalent fluid having a density of 250 pounds per cubic foot with a maximum earth pressure of 2000 pounds per square foot. Mr. Jay Kawano W.O. 2691 -A-SC Lot 94, Acuna Court, Carlsbad June 28. 1999 File: e:\wp7\2600\2691a.pge Page 13 GeoSoiIs. Ine. 3. When combining passive pressure and fric?icr!al resistance, the passive pressure component should be reduced by one-third. 4. All footings should maintain a minimum 7-foot horizontal setback from the base of the footing to any descending Slope. This distance is measured from the footing face at the bearing elevation. Footings should maintain a minimum horizontal setback of H/3 (H = slope height) from the base of the footing to the descending slope face and no less than 7 feet nor need be greater than 40 feet. Footings adjacent to unlined drainage Swales should be deepened to a minimum of 6 inches below the invert of the adjacent unlined swale. Footings for structures adjacent to retaining walls should be deepened so as to extend below a l.:1 projection from the heel of the wall. Alternatively, walls may be designed to accommodate structural loads from buildings or appurtenances as described in the retaining wall section of this report. Construction The following foundation construc:ion recommendations are prrzented as a minimum criteria from a soils engineering standpoint. The onsite soils expansion potentials are generally in the medium range (expansion index 51 to 90). Medium Expansion Potential (Expansion Index 51 to 90) 1. 2. 3. 4. Exterior and interior footings should be founded at a minimum depth of 18 inches below the lowest adjacent ground surface. All fooririgs should be reinforced with two No. 4 reinforcing bars, one placed near the top and one placed near the bottom of the footing. Footing widths should be as indicated in the Uniform Building Code (International Conference of Building Officials, 1997). Where rock fills exceed 5 feet in thickness, the use of four No. 5 reinforcing bars, two placed near the top and two placed near the bottom of the footing, is recommended. A grade beam, reinforced as above, and at least 12 inches wide should be provided across large (e.g. doorways) entrances. The base of the grade beam should be at the same elevation as the bottom of adjoining footings. Concrete slabs, where moisture condensation is undesirable, should be underlain with a vapor barrier consisting of a minimum of 6 mil polyvinyl chloride or equivalent membrane with all laps sealed. This membrane should be covered above and below with a minimum of 2 inches of sand (total of 4 inches) to aid in uniform curing of the concrete and to protect the membrane from puncture. Concrete slabs should be a minimum of 4 inches thick, and should be reinforced with 6 inch by 6 inch, No. 6 by NO. 6 (6x6 - W2.9 x W2.9) welded-wire mesh or No. 3 reinforcing bar at 18 inches on center. If welded wire mesh is selected, No. 3 reinforcing bar at 18 inches on center should be doweled between the exterior Mr. Jay Kawano W.O. 2691-A-SC Lot 94. Acuna Court, Carlsbad June 28. 1999 File: e:\wpnZMXIV69la.pge Page 14 GeoSoils, Inc. ~~ footing and 3 feet into the slab. All slab reinforcement should be suppc;;.:~..' :.- ensure placement near the vertical midpoint of the concrete. "Hooking" the wire mesh is not considered an acceptable method of positioning the reinforcement. 5. Garage slabs should be reinforced as above and poured separately from the structural footings and quartered with expansion joints or saw cuts. A positive separation from the footings should be maintained with expansion joint material to permit relative movement. 6. Presaturation is recommended for these soil conditions. The moisture content of the subgrade soils should be equal to or greater than 120 percent of optimum moisture content to a depth of 18 inches below grade in the slab areas. Prior to placing visqueen or reinforcement, soil presaturation should be verified by this office within 72 hours of pouring slabs. / CORROSION Laboratory test results for soluble sulfates, pH, and corrosion to metals have not been received as of the date of this report. Testing will be presented as an addendum upon receipt of the results. Upon completion of grading, additional testing of soils (including import materials) should be considered prior to the construction of utilities and foundations. Further evaluation by a qualified corrosion engineer may be considered. 7 UTlLlTlES Utilities should be enclosed within a closed utilidor (vault) or designed with flexible connections. to accommodate differential settlement and expansive soil conditions. Due to the potentially expansive soil conditions and the potential for differential settlement, air conditioning (A/C) units should be supported by slabs that are incorporated into the building foundation or constructed on a rigid slab with flexible couplings for plumbing and electrical lines. A/C waste waterlines should be drained to a suitable outlet. RETAINING WALL REC OMMFNDATION S General The equivalent fluid pressure parameters provide for the use of very low expansive select granular backfill to be utilized behind the proposed walls. The low expansive granular backfill, should be provided behind the wail at a 1:l (h:v) projection from the heel of the foundation system. Low expansive fill is Class 3 aggregate baserock or Class 2 permeable rock or suitable site soils tested to be in the very low expansion range during backfilling. Mr. Jay Kawano W.O. 2691-A-SC Lot 94. Acuna Court. Carlsbad June 28. 1999 File: e:\wpA2600\2691a.pge Page 15 CeoSoiis, Inc. a " 1 II J a I i Wall backfilling should be performed with relatively light equipment within the same 1 :I projection (i.e., hand tampers, walk behind compactors). Expansive soils should not be used to backfill any proposed walls. During construction, materials should not be stockpiled behind nor in front Of Walls for a distance of 2H where H is the height ofthe wall. Foundation systems for any proposed retaining walls should be designed in accordance with the recommendations presented in the Foundation Design section of this report. There should be no increase in bearing for footing width. Building walls, below grade, should be water-proofed or damp-proofed, depending on the degree of moisture protection desired. All walls should be properly designed in accordance with the recommendations presented below. Some movement of the walls constructed should be anticipated as soil strength parameters are mobilized. This movement could cause some cracking depending upon the materials used to construct the wall. To reduce the potential for wall cracking, walls should be internally grouted and reinforced with steel. To mitigate this effect, the use of vertical crack control joints and expansion joints, spaced at 20 feet or less along the walls should be employed. Vertical expansion control jointsshould be infilled with a flexible grout. Wall footings should be keyed or doweled across vertical expansion joints. Walls should be internally grouted and reinforced with steel. Restrained Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressures (EFP) of 65 pcf, plus any applicable surcharge loading. This restrained-wall, earth pressure value is for select backfill material only. For areas of male or re-entrant corners, the restrained wall design should extend a minimum distance of twice the height of the wall laterally from the corner. Building walls below grade or greater than 2 feet in height should be water-proofed or damp-proofed, depending on the degree of moisture protection desired. The wall should be drained as indicated in the following section. For structural footing loads within the 1 :I zone of influence behind wall backfill, refer to the following section. Cantllevered Walls These recommendations are for cantilevered retaining walls up to 10 feet high. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An empirical equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are provided for specific slope gradients of the retained material. These do not include other superimposed loading conditions such as traffic, structures, seismic events. expansive soils, or adverse geologic conditions. Mr. Jay Kawano W.O. 2691-A-SC Lot 94. Acuna Court. Carlsbad June 28. 1959 File: e:',wpn2600\269la.pge Page i 6 Gs@Soils, Inc. 1 il I I I I If traffic is within a distance H behind any wall or a 1 :1 projectiw iw tine heel of the wall foundation a pressure of 100 psf per foot in the upper 5 feet should be used. Structural loads from adjacent properties and their influence on site walls should be reviewed by the structural engineer, if within a 1 :1 projection behind any site wall. However, for preliminary planning purposes, one third of the footing contact pressure should be added to the wall in pounds per square foot below the bearing elevation and for a distance of three times the footing width along the wall alignment. Alternatively, a deepened footing beyond the 1 :I projection (up from the heel) behind the wall may be utilized. SURFACE.SLOPE'OF RETAINED NON-EXPANSIVE SOIL* MATERIAL .(horizontal to vertical) EQUIVALENT FLUID WEIGHT FOR Level** 30 **Level walls are those where grades behind the wall are level *To be increased by trafflc, structural surcharge and seismic loading as needed. .. . . - Wall Backfill and Drainage All retaining walls should be provided with an adequate backdrain and outlet system (a minimum two outlets per wall and no greater than 100 feet apart), to prevent buildup of hydrostatic pressures and be-designed in accordance with minimum standards presented herein. The very low expansive granular backfill should be provided behind the wall at a 1 :1 (h:v) projection from the heel of the foundation element. Drain pipe should consist of 4-inch diameter perforated schedule 40 PVC pipe embedded in gravel. Gravel used in the backdrain systems should be a minimum of 3 cubic feet per lineal foot of YE- to 1 -inch clean crushed rock wrapped in filter fabric (Mirafi 140 or equivalent) and 12 inches thick behind the wall. Where the void to be fitted is constrained by lot lines or property boundaries, the use of panel drains (Mirafi 5000 or equivalent) may be considered with the approval of the project geotechnical engineer. The surface of the backfill should be sealed by pavement or the top 18 inches compacted to 90 percent relative compaction with native soil. Proper surface drainage should also be provided. Weeping of the walls in lieu of a backdrain is not recommended for walls greater than 2 feet in height. For walls 2 feet or less in height, weepholes should be no greater than 6 feet on center in the bottom coarse of block and above the landscape zone. A paved drainage channel (v-ditch or substitute), either concrete or asphaltic concrete, behind the top of the walls with Sloping backfill should be considered to reduce the potential for surface water penetration. For level backfill, the grade should be sloped such that drainage is toward a suitable outlet at 1 to 2 percent. Mr. Jay Kawano W.O. 2691-A-SC Lot 94. Acuna Court, Carlsbad June 28.1999 File: e:\wp7\26WK691a.~ge Page 17 GeoSoils. Inc. ma Wall Footina Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Wall footings may transition from formational bedrock to gravelly fill to select fill. If this condition is present the civil designer may specify either: If transitions from rock fill to select fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should perform a minimum 2-foot overexcavation for a distance of two times the height of the wall and increase overewxietlion until such transition is between 45 and 90 degrees to the wall alignment. Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crzc; control joints) such that an angular distortion of 1/360 for a distance of 2H (where H=wall height in feet) on either side of the transition may be accommodated. Expansion joints should be sealed with a flexible, non-shrink put. Embed the footings entirely into a homogeneous fill. RF,COM~DATlONS-POST EARTHWORK P a Graded slopes constructed within and/or exhibiting or exposing weathered formational materials are considered erosive. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Plants selected by the project landscape architect should be light weight, deep-rooted types that require little water and are capable of sulviving the prevailing climate. Graded cut slopes exposing less weathered formational materials are expectedto be relatively non-erosive and will present difficulty for establishment of vegetation on the dense formational materials. Jute-type matting or other fibrous covers may aid in allowing the establishment of a sparse plant cover. Water can weaken the inherent strength of all earth materials. Positive surface drainage away from graded slopes should be maintained and only the amount of water necessary to sustain plant life should be provided for planted slopes. Overwatering should be avoided as overwatering the landscape area could adversely affect the proposed site improvements. Mr. Jay Kawano W.O. 2691-A-SC Lot 94, Acuna Court. Carlsbad June 28.1999 File: e::~voA2600\2691a.~ge Page 18 I6daSails. lne. 1 I I I I I I I Additional Site Improvements Recommendations for exterior concrete flat work design and construction can be provided upon request, after site earthwork is complete. If, in the future, any additional improvements are planned for the site in general or individual areas, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements may be provided upon request. - This office should be notified in advance of any additional fill placement, supplemental regrading of the site, or trench backfilling after rough grading has been compacted. This includes completion of grading in the street and parking areas and utility trench and retaining wall backfills. Footina Trench Excavation All footing trench excavations should be observed-byam?presen:a:iz of this office prior to placing reinforcement. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent if not removed the site. Drainaaq Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. Pad drainage should be directed toward the street or other approved area. Due to the nature of on-site soils, combined with the hardness and permeability of the formational materials, local areas of seepage may develop due to irrigation or heavy rainfall. Minimizing irrigation will lessen this potential. If areas of seepage develop, remedial recommendations for minimizing this effect could be provided upon request. - 1. All utility trench backfill in structural areas, slopes, and beneath hard scape features should be brought to at least optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. Flooding/jetting is not recommended for the site soil materials. As an alternative, SE 30 or greater sand, may be flooded/jetted in shallow under-slab interior trenches. Mr. Jay Kawano W.O. 2691 -A-SC Lot 94. Acuna Court, Carlsbad June 28. 1999 File: e:\w11N600V691a.We Page 19 ,I GeoSoils, Inc. .. 2. Sand backfill should not be allowed in exterior trenches adjacent to and w:::!? :,.-, area extending below a 1 :1 plane projected from the outside bottom edge of the footing. 3. All trench excavations should conform to CAL-OSHA and local safety codes. Final project plans should be reviewed by this office prior to construction, so that construction is in accordance with this report. Based on our review, supplemental recommendations and/or further geotechnical studies may be warranted. INVESTIGATION LIMITATIONS Inasmuch as our study is based upon the site materials observed, selective laboratory testing and engineering analysis, the conclusion and recommendations are p;;ios;imal opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is expressed or implied. Standards of practice are subject to change with time. These opinions have been derived in accordance with current standards of practice, and no warranty is expressed or implied. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, for our scope-of-work was expressly limited to the evaluation of the sedimentslsoils underlying the proposed residence. In addition, this report may be subject to review by the controlling authorities, 1 1 During the field exploration phase of our study, odors or stained or discolored soils were not observed onsite or in our excavation spoils. However, these observations were made during our preliminary geotechnical study and should in no way be used in lieu of an environmental assessment. If requested, a proposal for a phase I preliminary environmental assessment could be provided. Mr. Jay Kawano W.O. 2691-A-SC Lot 94, Acuna Court. Carlsbad June 28. 1999 File: e:\wp7\26Wl2691a.pge Page 20 GeoSoils, Inc. 1 REFERENCES Blake, Thomas F., 1997, EQFAULT computer program and users manual for the deterministic prediction of horizontal accelerations from digitized California faults. Campbell, K.W., 1993, Empirical prediction of near-source ground motion from large earthquakes, i@ Johnson, ?.A,, Campbell, K.W., and Blake, eds., T.F., AEG Short Course, Seismic HSiZi3 Ai~.!];cis., June 18. 1994. Fisher, P.J., and Mills, G.I., 1997, "he offshore Newport-lnglewood - Rose Canyon fault zone, California: structurc.. ". grnentation, and tectonics, b Abbot, P.L., and Elliott, W.J., eds., Environmen. 3 41s - San Diego region, published by San Diego Association of Geologists. Greensfelder, R. W., 1974, Maxim~lm credible rock acceleration from earthquakes in California: California Division of Mines and Geology, Map Sheet 23. Hart, E.W., and Bryant, W.A., 1997, Fault-rupture hazard zones in California: California Department of Conservation, Division of Mines and Geology, Special Publication 42. Housner, G. W., 1970, Strong ground motion h Earthquake Engineering, Robert Wiegel, ed., Prentice-Hall. International Conference of Building Officials, 1997, Uniform building code: Whittier, California. Jennings, C.W., 1994, Fault activity map of California and adjacent areas: California Division of Mines and Geology, Map Sheet No. 6, scale 1 :750,000. Joyner, W.B, and Boore, D.M., 1982a. Estimation of response-spectral values as functions of magnitude, distance and site conditions, in Johnson, J.A., Campbell, K.W., and Blake, eds., T.F., AEG Short Course, Seismic Hazard Analysis, June 18, 1994. -9 1982b, Prediction of earthquake response spectra, b Johnson, J.A., Campbell, K.W., and Blake, eds., T.F., AEG Short Course, Seismic Hazard Analysis, June 18, 1994. Petersen, Mark D., Bryant, W.A., and Cramer, C.H., 1996, Interim table of fault parameters used by the California Division of Mines and Geology to compile the probabilistic seismic hazard maps of California. Sadigh, K.. Egan. J., and Youngs, A.; 1987, Predictive ground motion equations reported in Joyner, W.B., and Boore, D.M., 1988, "Measurement, characterization, and prediction of strong ground motion", b Earthquake Engineering and Soil Dynamics 11, Recent Advances in Ground Motion Evaluation, Von Thun, J.L.. ed.: American Society of Civil Engineers Geotechnical Special Publication No. 20, pp. 43-102. GeoSoils, Inc. 1 ._ 1 Sowers and Sowers, 1970, Unified soil classification system (After U. S. Waterways Experiment Station and ASTM 02487-667) Introductory Soil Mechanics, New 1 1 York. Tan, S.S. and Kennedy, M.P., 1996, Geologic maps of the northwestern part of San Diego county, California, DMG Open-File Report 96-02. 1 :. , 8 Mr. Jay Kawano Appendix A Page 2 File:e:\wp7\2600\2691a.We GeoSoils, Inc. 8 Mr. Jay Kawano Appendix A Page 2 File:e:\wp7\2600\2691a.We GeoSoils, Inc. -. L ig xm ss I 1 I 1 4 4 I 1 1 4 1 a a GENERAL EARTHWORK AND GRADING GUIDELINES - h ! R I General These guidelines present general procedures and requirements for earthwork and grading as shown on the approved grading plans, including preparation of areas to filled, placement of fill, installation of subdrains and excavations. The recommendations contained in the geotechnical report are part of the earthwork and grading guidelines and would supersede the provisions contained hereafter in the case of conflict. Evaluations performed by the consultant during the course of grading mzy iesuli in new recommendations which could supersede these guidelines or the recommendations contained in the geotechnical report. The antractor is responsible for the satisfactory completion of all earthwork in accordance with provisions of the project plans and specifications. The project soil engineer and engineering geologist (geotechnical consultant) or their representatives should provide observation and resting services, and geotechnical consultation durinc ?he @vration of the project. FARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report, the approved grading plans, and applicable grading codes and ordinances. The geotechnical consultant should provide testing and observation so that determination may be made that the work is being accomplished as specified. It is the responsibility of the contractor to assist the consultants and keep them apprised of anticipated work schedules and changes, so that they may schedule their personnel accordingly. All clean-outs, prepared ground to receive fill, key excavations, and subdrains should be observed and documented by the project engineering geologist and/or soil engineer prior to placing and fill. It is the contractors's responsibility to notify the engineering geologist and soil engineer when such areas are ready for observation. Laboratorv and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testing Materials test method ASTM designation 0-1557-78. Random field compaction tests should be performed in accordance with test method ASTM designation D-1556-82, D-2937 or D-2922 and 0-3017, at intervals of approximately 2 feet of fill height or every 100 cubic yards of fill placed. These criteria GeoSoils, Inc. I -. 1 1 1 I 1 1 I 1 I I would vary depending on LI le sot1 conditions and the size of the project. The location and frequency of testing would be at the discretion of the geotechnical consultant. Contractor's Responsibility All clearing, site preparation, and earthwork performed on the project should be conducted by the contractor, with observation by geotechnical consultants and staged approval by the governing agencies, as applicable. It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfaction of the soil engineer, and to place, spread, moisture conc!i?inn, mix and compact the fill in accordance with the recommendations of thc soil engineer. The contractor should also remove all major non- earth material considerfd unsatisfactory by the soil engineer. It is the sole responsikiii:. L:' the contractor to provide adequate equipment and methods to accomplish the earthwork in accordance with applicable grading guidelines, codes or agency ordinances, and approved grading plans. Sufficient watering apparatus and compaction equipment should be provided by the contractor with due consideration for the fill material, rate of placement, and climatic conditions. If. in the opinion of the geotechnical consultant, unsatisfactory conditions such as questionable weather, excessive oversized rock, or deleterious material, insufficient support equipment, etc., are resulting in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory. During construction, the contractor shall properly grade all surfaces to maintain good drainage and prevent ponding of water. The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. SlTF PRFPARATION All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material should be removed and disposed of off-site. These removals must be concluded prior to placing fill. Existing fill, soil, alluvium, colluvium, or rock materials determined by the soil engineer or engineering geologist as being unsuitable in-place should be removed prior to fill placement. Depending upon the soil conditions, these materials may be reused as compacted fills. Any materials incorporated as part of the compacted fills should be approved by the soil engineer. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, or other structures not located prior to grading are to be removed or treated in a manner recommended by the soil engineer. Soft, dry, spongy, highly fractured, or otherwise unsuitable ground extending to such a depth that surface processing cannot adequately improve the condition should be overexcavated down to Mr. Jay Kawano Appendix C File: e~!wp7\2600V2691a.pge Page 2 GeoSoils, Inc. 1 ” .. firm ground and approved by the soil engineer before compaction arid filling operations continue. Overexcavated and processed soils which have been properly mixed and moisture conditioned should be re-compacted to the minimum relative compaction as specified in these guidelines. Existing ground which is determined to be satisfactory for support of the fills should be scarified to a minimum depth of 6 inches or as directed by the soil engineer. After the scarified ground is brought to optimum moisture content or greater and mixed, the materials should be compacted as specified herein. If the scarified zone is grater that 6 inches in depth, it may be necessary to remove the excess and place the material in lifts restricted to about 6 inches in compacted thickness. Existing ground which is not satisfactory to support compacted fill should be overexcavated as required in the geotechnical report or by the on-site soils engineer and/or engineering geologist. Scarification, disc harrowing, or other acceptable form of mixing should continue until the soils are broken down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollow, hummocks, or other uneven features which would inhibit compaction as described previousiy. Where fills are to be placed on ground with slopes steeper than 5:l (horizontal to vertical), the ground should be stepped or benched. The lowest bench, which will act as a key, should be a minimum of 15 feet wide and should be at least 2 feet deep into firm material, and approved by the soil engineer and/or engineering geologist. In fill over cut slope conditions, the recommended minimum width of the lowest bench or key is also 15 feet with the key founded on firm material, as designated by the Geotechnical Consultant. As a general rule, unless specifically recommended otherwise by the Soil Engineer, the minimum width of fill keys should be approximately equal to %the height of the slope. Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable material. Benching may be used to remove unsuitable materials, although it is understood that the vertical height of the bench may exceed 4 feet. Pre-stripping may be considered for unsuitable materials in excess of 4 feet in thickness. All areas to receive fill, including processed areas, removal areas, and the toe of fill benches should be observed and approved by the soil engineer and/or engineering geologist prior to placement of fill. Fills may then be properly placed and compacted until design grades (elevations) are attained. COMPACTED FiLl S Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been determined to be suitable by the soil engineer. These materials should be free of roots, tree branches, other organic matter or other deleterious materials. All unsuitable materials should be removed from the fill as directed Mr. Jay Kawano Appendix C File: e:\wpA2600\2691a.pge Page 3 GeoSoils, Inc. by the soil engineer. Soils of poor gradation, undesirable expansion potential, or substandard strength characteristics may be designated by the consultant as unsuitable and may require blending with other soils to serve as a satisfactory fill material. Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other bedrock derived material. Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact. Oversized materials defined as rcck or other irreducible materials with a maximum dimension greater than 12 inches should not be buried or placed in fills unless the location of materials and disposal methods are specifically approved by the soil engineer. Oversized material should be taken off-site or placed in accordance with recommendations of the soil engineer in areas designated as suitable for rock disposal. Oversized material should not be placed within 10 feet vertically of finish grade (elevation) or within 20 feet horizontally of slope faces. To facilitate future trenching, rock should not be placed within the range of foundation excavations, future utilities, or underground construction unless specifically approved by the soil engineer andfor the developers representative. If import material is required for grading, representative samples of the materials to be utilized as compacted fill should be analyzed in the laboratory by the soil engineer to determine its physical properties. If any material other than that previously tested is encountered during grading, an appropriate analysis of this material should be conducted by the soil engineer as soon as possible. Approved fill material should be placed in areas prepared to receive fill in near horizontal layers that when compacted should not exceed 6 inches in thickness. The soil engineer may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compaction. Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification or should be blended with drier material. Moisture condition, blending, and mixing of the fill layer should continue until the fill materials have a uniform moisture content at or above optimum moisture. After each layer has been evenly spread, moisture conditioned and mixed, it should be uniformly compacted to a minimum of 90 percent of maximum density as determined by ASTM test designation, D-1557-78. or as otherwise recommended by the soil engineer. Compaction equipment should be adequately sized and should be specifically designed for soil compaction or of proven reliability to efficiently achieve the specified degree of compaction. Mr. Jay Kawano Appendix C File: a::wpi\,2600\2691e.pge Page 4 GeoSoils, Inc. Where tests indicate that the density of any layer ot rill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been attained. No additional fill shall be placed in an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements, and is approved by the soil engineer.. Compaction of slopes should be accomplished by over-building a minimum of 3 feet horizontally, and subsequently trimming back to the design slope configuration. Testing shall be performed as the fill is elevated tc evz!zz% compaction~as the fill core is being developed. Special efforts may be necessary to attain the specified compaction in the fill slope zone. Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment. A final determination of fill slope compaction should be based on observation and/or testing of thr finished slope face. Where compacted fill slopes are designed steeper than 2:l (horizcntal to vertical), specific material types, a higher minimum relative compaction, and special grading procedures, may be recommended. If an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compaction in the outer 10 feet of each lift of fill by undertaking the following: 1. 2. 3. 4. 5. An extra piece of equipment consisting of a heavy short shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes continuously as fill is placed. The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face of the slope. Loose fill should not be spilled out over the face of the slope as each lift is compacted. Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling. Field compaction tests will be made in the outer (horizontal) 2 to 8 feet of the slope at appropriate vertical intervals, subsequent to compaction operations. After completion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face. Subsequent to testing to verify compaction, the slopes should be grid-rolled to achieve compaction to the slope face. Final testing should be used to confirm compaction after grid rolling. Where testing indicates less than adequate compaction, the contractor will be responsible to rip, water, mix and recompact the slope material as necessary to achieve compaction. Additional testing should be performed to verify compaction. Mr. Jay Kawano Appendix C File: e:\wp7\26W\2691a.pge Page 5 GeoSoils, Inc. b. Erosion control and drainage devices should be designed by the project 15";: engineer in compliance with ordinances of the controlling governmental agencies, and/or in accordance with the recommendation of the soil engineer or engineering geologist. SUBDRAIN INSTALLATION Subdrains should be installed in approved ground in accordance with the approximate c!ignment and details indicated by the geotechnical consultant.^ Subdrain.locations or materials should not be changed or modified without approval of the geotechnical msultant. The soil engineer and/or engineering geologist may recommend and direct hanges in subdrain line, grade and drain material in the field, pending exposed Ynditions. The location of constructed subdrains should be recorded by the project civil ;ngineer. EXCAVATIONS Excavations and cut slopes should be examined during grading by the engineering geologist. If directed by the engineering geologist, further excavations or overexcavation and re-filling of cut areas should be performed and/or remedial grading of cut slopes should be performed. When fill over cut slopes are to be graded, unless otherwise approved, the cut portion of the slope should be observed by the engineering geologist prior to placement of materials for construction of the fill portion of the slope. The engineering geologist should observe all cut slopes and should be notified by the contractor when cut slopes are started. If, during the course of grading, unforeseen adverse or potential adverse geologic conditions. are encountered, the engineering geologist and soil engineer should investigate, evaluate and make recommendations to treat these problems. The need for cut slope buttressing or stabilizing should be based on in-grading evaluation by the engineering geologist, whether anticipated or not. Unless otherwise specified in soil and geological reports, no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. Additionally, short-term stability of temporary cut slopes is the contractors responsibility. Erosion control and drainage devices should be designed by the project civil engineer and should be constructed in compliance with the ordinances of the controlling governmental agencies. and/or in accordance with the recommendations of the soil engineer or engineering geologist. Mr. Jay Kawano Appendix C File: e:\wp7V600!2691a.pge Page 6 GeoSoiZs. Inc. I COMPLETION I I After completion of grading and after the soil engineer and engineering geologist have I 1 I completion of grading. Observation, testing and consultation by the geotechnical consultant should be conducted during the grading operations in order to state an opinion that all cut and filled areas are graded in accordance with the approved project specifications. finished their observations of the work, final reports should be submitted subject to review by the controlling governmental agencies. No further excavation or filling should be undertaken without prior notification of the soil engineer and/or engineering geologist. All finished cut and fill slopes should be protected from erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect. Such protection and/or planning should be undertaken as soon as practical after I JOB SAFER I General At GeoSoils, Inc. (GSI) getting the job done safely is of primary concern. The following is the company's safety considerations for use by all employees on multi-employer construction sites. On ground personnel are at highest risk of injury and. possible fatality on grading and construction projects. GSI recognizes that construction activities will vary on each site and that site safety is the Drjme responsibility of the contractor: however, everyone must be safety conscious and responsible at all times. To achieve our goal of avoiding accidents, cooperation between the client, the contractor and GSI personnel must be maintained. In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of field personnel on grading and construction projects: I i I I 1 Safety Meetings: GSI field personnel are directed to attend contractors regularly i Safety Vests: Safety vests are provided for and are to be worn by GSI personnel at 1 Safety Flags: Two safety flags are provided to GSI field technicians; one is to be r scheduled and documented safety meetings. all times when they are working in the field. affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. ! Mr. Jay Kawano Appendix C File: e::vr!~~2600\2691a.Pge Page 7 1 GsoSoils, Inc. 1 ._ Flashing Lights: All vehicles stationary in the grading area shall use rotatmg or flashing amber beacon, or strobe lights, on the vehicle during all field testing. While operating a vehicle in the grading area, the emergency flasher on the vehicle shall be activated. In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. Test Pits Location. Orientation and Clearance The technician is responsible for selecting test pit locations. A primary concern should be the technicians's safety. Efforts will be made to coordinate locations with the grading contractors authorized representative, and to select locations following or behind the established traffic pattern, preferably outside of current traffic. The contractors authorized representative (dump man, operator, supervisor, grade checker, etc.) should direct excavation of the pit and safety during the test period. Of paramount concern should be the soil technicians safety and obtaining enough tests to represent the fill. Test pits should be excavated so that the spoil pile is placed away form oncoming traffic, whenever possible. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates the fill be maintained in a driveable condition. Alternatively, the contractor may wish to park a piece of equipment in front of the test holes, particularly in small fill areas or those with limited access. A zone of non-encroachment should be established for all test pits. No grading equipment should enter this zone during the testing procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is established for safety and to avoid excessive ground vibration which typically decreased test results. When taking slope tests the technician should park the vehicle directly above or below the test location. If this is not possible, a prominent flag should be placed at the top of the slope. The contractor's representative should effectively keep all equipment at a safe operation distance (e.g. 50 feet) away from the slope during this testing. The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location, well away from the equipment traffic pattern. The contractor should inform our personnel of all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety. In the event that the technicians safety is jeopardized or compromised as a result of the contractors failure to comply with any of the above, the technician is required, by company policy, to immediately withdraw and notify hislher supervisor. The grading contractors representative will eventually be contacted in an effort to effect a solution. However, in the Mr. Jay Kawano Appendix C File: e:\wpA2M)0\2691a.pge Page 8 Gedoils, Inc. m I In the event that the soil technician does not comply with the above or other established I f. interim, no further testing wiil De performed until the situation is rectified. Any fill place can be considered unacceptable and subject to reprocessing, recompaction or removal. safety guidelines, we request that the contractor brings this to hislher attention and notify this office. Effective communication and coordination between the contractors representative and the soils technician is strongly encouraged in order to implement the above safety plan. Trench and Veflk.1 Fycavatloo It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. i I Our personnel are directed not to enter any excavation or vertical cut which 1) is 5 feet or I I deeper unless shored or laid back, 2) displays any evidence of instability, has any loose rock or other debris which could fall into the trench, or 3) displays any other evidence of any unsafe conditions regardless of depth. All trench excavations or vertical cuts in excess of 5 feet deep, which any person enters, should be shored or laid back. I 1 i I 1 Trench access should be provided in accordance with CAL-OSHA and/or state and local standards. Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify his/her supervisor. The contractors representative will eventually be contacted in an effort to effect a solution. All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal. If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavation, we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation. If corrective steps are not taken, GSI then has an obligation to notify CAL-OSHA and/or the proper authorities. Mr. Jay Kawano Appendix C File: e:\wp7\2600\2691a.~ge Page 9 1 GeoSoils, Inc. CANYON SUBDRAIN DETAIL TYPE A """" "" """"7* " - PROPOSED COUPACTED FILL NATURAL GROUND """""I rYPlCAL BENCHING - -~_ - L TYPE B """""," "----------"""" PROPOSED COMPACTED FILL / /* I. \ \ \ NATURAL GROUNO COLLUVIUM AN0 ALLUVIUM IREMOVE) """"" TYPICAL BENC3ING SEE ALTERNATIVES ._ CANYON SUBDRAIN ALTERNATE DETAILS ALTERNATE 1: PERFORATED PIPE AND FILTER MATERIAL A- 1 ASTM 03034. SO USE 8.d PIPE FOR CONTINUOUa nun III cnccaa ur auu tl. 'FILTER MATERIAL SIEVE 51Zf PERCENT PASSING . . . ~~ ,314 INCH 1 INCH 318 INCH . 100 90~100 40-100 NO. L 25-40. NO. 8 NO. 30 'NO. 50 - NO. 200 18-33 .O-7 0-3 :6-15 ALTERNATE 2: PERFORATED PIPE, GRAVEL AND. FILTER FABRIC e 6%NIMUM OVERLAP 6' MINIMUM OVERUP- .:.... t: ... : -- 6' MINIMUM COVER =L' MINIMUM BEOOING 4' MINIMUM BED01 A-2 ~AVEL'MATERIAL 9 FTlLlNEAR FT. PERFORA'TEJ PIPE: KE ALTERNATE 1 FILTE!? FABRIC MlRAFl 140 OR APPROVED SUBSTITUTE 8-2 GRAVEL: CLEAN 314 INCH ROCK OR APPROM SUBSTITUTE PLATE EG--2 I DETAIL FOR FILL SLOPE TOEING OUT ON FLAT ALLUVIATED CANYON TOE OF SLOPE AS SHOWN ON GRADING PLAN ORIGINAL GROUND SURFACE TO BE RESTORED WITH COMPACTED FILL ORIGINAL GROUND SURFACE """_ STEEPER.THA~+ OR AS NECESSARY,* FOR SAFETY I& CONSIDERATIONSi, /. ANTICIPATED ALLUVIAL REMOVAL DEPTH PER SOIL ENO)(EER. ' """I PROVIDE A 1:1 MINIMUM PROJECTION FZDM TOE OF SLOPE AS SHOWN ON GRADING PLAN TO THE RECOMMENDED REMOVAL DEPTH. SLOPE HEIGHT. SITE COHOITIONS AND/OR LOCAL CONOITIONS COULIJ DICTATE FLATTER PROJECTIONS. REMOVAL ADJACENT TO EXISTING FILL ADJOINING CANYON FILL ,"""-,- """" PROPOSED ADDITIONAL COMPACTED FILL COMPACTED RLL LIMITS LINE \ TEMPORARY COMPACTED FILL / '\ FOR DRAINAGE ONLY - 4 Qaf (EXISTING LEGEND REMOVED aEFORE oaf ARTIFICIAL FlLL PLACING AOOITIONAL COMPACTED FILL Qat 'ALLUVIUM PLATE EG-3 PLATE EG-G a I- w 0 7 fY 0 3 v, - a m v, v, z 0 Fr Q N - I W m m i - I PLATE EG-5 ... .... ... ... .... 6" ~ - ., * -.I I- W 623 J Q Q Fz 4 z Qs w > 0 N > W Y PLATE EG--6 PLATE EG-"7 . -.I QI a - W l- a f W 1 co a I- v, 7 3 Iy: 0 LL 1 -.I E 7 0 i= a N 1 m - w I- 0 z .. PLATE EG- 8 \ \ < t- W > u LL 4 > K K m ul 3 m 0 W 0 W z v) 0 0 W a f x I W K z 0 t- W W W m 3 2 m W a 0 k c .. N W c 0 z PLATE EG--10 TRANSITION LOT DETAIL CUT LOT (MATERIAL TYPE TRANSITION] COMPACTED FILL PLATE EG-11 OVERSILt ROCK DISPOSAL VIEW PARALLEL TO SLOPE FACE PROPOSED FINISH WE 10' MINIMUM [El 1OO'MAXIMUM 181 NOTE: IAJ ONE EQUIPMENT WIDTH OR A MINIMUM OF 15 FEET. 181 HEIGHT AND WIDTH MAY VARY OEPENDING ON ROCK SIZE AND TYPE OF EQUIPMENT USED. LENGTH OF WINDROW SHALL BE NO GREATER THAN 100' IC1 IF APPROVED BY THE SOILS ENGINEER AND/OR ENGINEERNO GEOLOGIST, MAXIMUM. WINOROWS MAY BE PLACED DIRECTLY ON COMPETENT MATERIALS OR BEDROCK PROVIOED AlIEaUATE SPACE IS AVAILABLE FOR COMPACTION. lo1 oRiENTATloKOF-wlNOROWS~MAY VARY BUT SHALL BE AS RECOMMENOED BY THE SOILS ENGINEER ANOlOR ENGINEERING GEOLOGIST. STAGGERING OF WINOROWS IS NOT NECESSARY UNLESS RECOMMENDED. (El CLEAR AREA FOR UTILITY TRENCHES. FOUNDATIONS AN0 SWIMMING POOLS. IF1 VOIDS IN WINOROW SHALL BE FILLED BY FLOOOlNG GRANULAR SOIL INTO PLACE. GRANULAR SOIL SHALL BE ANY SOIL WHICH HAS A UNIFIED SOIL CLASSIFICATION AN0 AROUNO ROCK WINOROW SHALL Be COMPACTED TO 90?6RELATlVE SYSTEM (uec 29-11 DESIGNATION OF SM. Si'. SW. GP. OR G;v. ALL RLL OVER 'COMPACTION. (GI ARE2 RLL BETWEEN WINOROWS IS PLACED AN0 COMPACTED WITH THE UFT OF FILL COVERING WINOROW. WlNOROW SHALL BE PROOF ROLLE~ WITH A 0-9 OOZES OR EQUIVALENT. IN SIZE. (HI OVE3SIZ5J ROCX IS DEFINED AS LARGER THAN 12: AN0 LESS THAN L FEET PLATE EG--12 ROCK DISPOSAL PITS FILL LIFTS COMPACKD OVER ROCK AFTER EMBEDMENT I""" I GRANULAR MATERIAL I I 7 I I I I I SQE OF EXCAVATION TO BE COMMENSURATE s """"- I COMPACTED FILL 1 WITH ROCK SIZE. NOTE: I. LARGE ROCK IS DEFINED AS ROCK LARGER THAN L FEET IN MAXIMUM SRE. 2. PIT 1s EXCAVATED INTO COMPACTED FILL TO A DEPTH EQUAL TO 112 OF ROCK SRE. 3. GRANULAR SOIL SHOULD BE PUSHED INTO PIT AN0 DENSIFIED BY FLOODING. USE A SHEEPSFOOT AROUNO ROCK TO AIO IN COMPACTION. 4. A MINIMUM OF 4 FEET OF REGULAR COMPACTED FILL SHOULD OVERLIE EACH PIT. 5. PITS SHOULD BE SEPARATED BY AT LEAST 15 FEET HORIZONTALLY. 6. PITS SHOULD NOT BE PLACED WITHIN 20 FEET OF ANY FILL SLOPE. 7. PITS SHOULD ONLY BE USED IN DEEP FILL AREAS. PLATE EG- 13 SETTLEMENT PLATE AND RISER DETAIL 2'X 2'X 1tL' STEEL PLATE STANOARO 3t~- PIPE NIPPLE WELDED TO TOP OF PLATE. 3tL' X S'GALVANIZED PIPE, STANOARD PIPE THREADS TOP AN0 BOTTOM. EXTENSIONS THREADED ON BOTH ENOS AN0 AOOED IN 5' INCREMENTS. 3 INCH SCHEDULE LO PVC PIPE SLEEVE. ADD IN S'INCREMENTS WITH GLUE JOINTS. FINAL GRAOE - 1 - I I I MAINTAIN S'CLEARANCE OF HEAVY EOUIPMENT. +MECHANICALLY HANO COMPACT IN 2'VERTICAL FTS OR ALTERNATIVE SUITABLE TO AN0 ACCEPTED BY THE SOILS ENGINEER. .. MECHANICALLY HANO COMPACT THE INITIAL 5' VERTICAL WITHIN A 5'RAOlUS OF PLATE BASE. \ \ \ BOTTOM OF CLEANOUT IMUM 1' BEDDING OF COMPACTED SAND NOTE: 1. 2. 3. L. 5. 6. PLATE EG- 14 TYPICAL SURFACE SETTLEMENT MONUMENT RNlSH GRADE """" 4 "e" * 318' DIAMETER X 6' LENGTH CARRIAGE BOLT OR EQUIVALEWT I - LENGTH HOLE PLATE EC" 15 TEST ?IT SAFETY DIAGRAM SlDE VIEW ( NOT TO SCALE 1 OVERSIZE RUCK DISPOSAL VIEW NORMAL TO SLOPE FACE PROPOSE0 FINISH GRADE 00 15'MlNlMUM (A) 0- ~~ m 1 GI a m -D Qo m 00 d BEOROCK OR APPROVED MATERIAL viEw PARALLEL TO SLOPE FACE PROPOSED FINISH GRADE A 7'"'/""' BEOROCK OR APPROVEJ MATERIAL &,.I. LLI."... -- nvcn RY THE SOILS ENGINEER ANOIOR ENGINEERING GEOLOGIST. IF APPR _.__ -. . PROVIOED AOEOUATE SPACE IS AVAILABLE FOR COMPACTION. WINOROWS MAY BE PLACE0 DIRECTLY ON COMPETENT MATERIAL OR BEbROCK ORIENTATION OF WINOROWS MAY VARY BUT SHOULO BE AS RECOMMENOED BY THE scms ENGINEER ANOIOR ENGINEERING GEOLOGIST. STAGGERING OF Y V~NOROWS 15 NOT NECESSARY UNLESS RECOMMENOEO. - ~ ~ -I CAO AREA FOR UTILITY TRENCHES. FOUNOATIONS AN0 SWIMMING POOLS. I nvF2 AN0 AROUNO ROCK WINOROW SHALL BE COMPACTED TO 90% ROCK DISPOSAL PITS ROCK DISPOSAL LAYERS GRANULAR SOIL TO FILL VOIDS. OENSIFIEO BY FLOODING ~ Ae " t " "- \ L COMPACTED RLL r - +""""- " PROFILE ALONG LAYER -"" ""_' ""_ I CLEAR ZONE 20'MlNlMUM PLATE RD-2 City of Carlsbad CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N. : Project Applicant (Owner@) Name@)) Project Description: Building Type: Residential SF0 Number of New Dwelling Units / Second Dwelling Unit: Res. Additions: Square Feet of Living Area in New Dwelling 6 2 /B #J Square Feet of Living Area in SDU ~~ ~~ Net Square Feet New Area C0merc.l Ind.: mare Feet Floor Area City Certification of Date: Applicant's informatio 'JSEHOOL DISTRICTS WITHIN AIE CITY OF CARLSBAD I . .~ Carlsbad Unified School District 801 Pine Ave. Carlsbad CA 92009 (729-9291) Encinitas Union School District 101 South Ranch Santa Fe Rd Encinitas. CA 92024 (944-4300) Certification of Applicant /Owners. The person executing this declaration (.Owner*) certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended cerlitication of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/ developer of the above described project@), or that the person executing this declaration is authorized to sion on behalf of the Owner. San Dieguito Union High School District 710 Encinitas Blvd. Encinitas, CA 92024 (753-6491) 2075 Las Palrnas Dr. - Carlsbad, CA 92009-1576 (760) 438-1161 FAX (760) 438-0894 @ Revised 3-18-99 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) ..................................................................................................... THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT The undersianed. beina dulv authorized bv the applicable School District, certifies that the ~ ~ ~~ developer, builder, or o$ner has satisfied the obligaion for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE 830-9 ~ ~- ~. c mush Crr;'a wy LEUCADIA COUNTY WATER DISTRICT APPLICATION FOR SEWER SERVICE charaes must be Daid to the District at the time the aDolication is submitted. The application must be signed by the owner (or his representative) of the property to be served. The total APPLICANT MUST SUBMIT EVIDENCE OF BUILDINGPERMIT WITHIN 60 DAYS. FAILURE TO MAKE SUCH SUBMllTAL WILL RESULT IN AUTOMATIC CANCELLATION OF THE SEWER PERMIT. THE SEWER CONNECTION FEE LESS A $50 ADMINISTRATIVE FEE WILL BE REFUNDED. yearshallbecollectedatthetimeofapplicationforsewerpermits.Sewerservicechargesforsubsequentfiscal A six-month construction period shall be provided and sewer service charges for the balance of the fiscal years shall be collected on the tax roll in same manner as property taxes. If the six-month construction period thetaxrollinthesamemanneraspropertytaxes.ThefuIIsewerservicechargesforallsubsequentyearsshallbe extendsintothesubsequentfiscalyear,aproratedsewerservicechargeforthatfiscalyearshallbecollectedon collected on the tax roll in the same manner as property taxes. There will be no additional fee or refund if service actually commences on a different date. The prorated sewer service charge shall not be required in those application for sewer permits for subdivisions. Such applicantsshall be required to notify the District, on forms provided bythe District, of escrow closing on individual properties within the subdivision. Sewer service charges shall commence upon close of escrow and will be the responsibility of the buyer. If a service lateral is required, it must be installed by the owner/applicant in conformance with the specifications, rules and regulations of the District and subject to inspection by the District. A DISTRICT INSPECTOR MUST BE ON THE SCENE ATTHE TIME OF CONNECTION. The service lateral is that part of the sewer system that extends from the main collection line in the street (or easement) to the point in the street (at or near the applicant's property li.ne) where the service lateral is connected to the applicant's building sewer. The applicant is also responsible for the construction, at the applicant's expense, of the building of sewer from the applicant's plumbing to the point in the street (or easement) where aconnection is made to the service lateral and for construction, maintenance and connection of the service lateral to the main line. IT MUST BE INSPECTED AND APPROVED BY THE DISTRICT BEFORE THE SEWER SYSTEM MAY BE USED BY THE APPLICANT. THE APPLICANT, OR HIS AUTHORIZED REPRESENTATIVE MUST NOTIFY THE OR COLLECTION LINE WITHOUT PRIOR APPROVAL AND INSPECTION BY THE DISTRICT WILL BE CON- DISTRICT AT THE TIME INSPECTION IS DESIRED. ANY CONNECTION MADE TO THE SERVICE LATERAL WITH AN LCWD INSPECTORATTHESCENEATTHETIMEOFCONNECTION. IF,FORANYREASON,ACON- SIDERED INVALID AND WILL NOT BE ACKNOWLEDGED. ALL SUCH CONNECTIONS MUST BE MADE NECTION IS IMPROPERLY MADE, IT SHALL BE THE RESPONSIBILITY OF THE APPLICANT, AT THE APPLICANTS EXPENSE, TO DIG UP OR OTHERWISE RE-EXPOSE THE CONNECTION SO THAT AN CORRECTIONS OR ALTERATIONS REQUIRED BY LCWD. IN THE EVENTTHAT THE APPLICANT, FOR ANY INSPECTION MAY BE MADE AND THE APPLICANT AT THE APPLICANTS EXPENSE SHALL MAKE ANY REASON. FAILS TO TAKE APPROPRIATE ACTION. THE DISTRICT RESERVES THE RIGHT TO DIG UP AND INSPECT THE~CONNECTION AND MAKE ANY' CORRECTIONS NECESSARY, AT^ THE ~APPLICAN~S TAKING SUCH CORRECTIVE ACTION SHALL BE BILLEDTO THE APPLICANTAND MAY BE RECORDEDAS EXPENSE: OR IN THE ALTERNATIVE, TO DISCONNECT SERVICE. ANY COSTS INCURRED BY LCWD IN A LIEN AGAINST THE APPLICANTS PROPERTY EQUAL IN PRIORITY TO A TAX LIEN. OWNER'S NAME JAY KAWANO MAILING ADDRESS 2312 PLATILLo PHONE NUMBER 438-3642 CARLSBAD, CA 92009 SERVICEADDRESS 2630 ACUNA COURT, CARLSBAD TRACT NAMEINO. LOT # CONNECTION FEE: $3,256.00 ASSESSORS PARCEL NO. 215-491-19 PRORATED SEWER SERV. FEE: $ TOTAL $ 3.256.00 #/UNITS PAID BY: 0 CASH CHECK # 1693 TYPWBUILDING sfd The undersigned hereby agrees that the above information given is correct and agrees to the 08/30/99 TLM 21660 Owner Signature Date Rec'd by Account No. Ref: 15BS.PERMITl I-. ’/’ 132i I SAN MARCOS UNIFIED SCHOOL DISTRICT - CERTIFICATE OF COMPLIANCE c”T-+J Y I I I )e, Gov.Code 53080/65995 (AB181) 0 CFDNo. 0 Gov.Code 65970 (SB 201) 0 Prior Existing Mitigation Agreement 0 Not subject to fee requirements Certification of ApplicanVOwnen: The person executing this declaration (“Ownet‘) certifies under penalty of perjury that (1) the information provided is correct and true to the best of Owner‘s knowledge and that Owner will file an amended certifiction of payment and pay the additional fee if Owner requests an increase in the number of dwelling unitskquare footage after the building permit is issued, or if the initial determination of unitslsquare footage is found to be incorrect. and that (2) the Owner is the ownerldeveloper of the above described pmt(s) or that the person executing this declaration is authorized to sign on behalf of the Owner. 61s is to certify that the applicant listed has paid all amounts determined by &e information presented and due to the San Marcos Unified School District. The payment of thise amounts is a prerequisite to the issuance of a building permit. School District Official: NOTICE OF 80 DAY PERIOD FOR PROTEST OF FEES The San Marcor Urrlkd school District has elected to hpoae the fear andlor amounb herein upon a tinding that those fadllues described in the Residential Development Mitigation Ppyment Justification Study for San Morcos UniMd School DbW daw August 9,1997 by David Tausslg 6 Associates. SeAion Be020 of Ihe Government Code enacted aa AsMmbiy Bill 3081, a& forth as Chapter 549. Statutes of the State of CalHornia. 1998 effective January 1, 1997, requires that this school district pmvide’a wrinen notice to the project applicant at the time of payment of school faes, miteation paymentr or other exactions. This notice Is to advise you that the pmtest period In regard to such amounb or Ihe vaiidHy thereof in aawrdance with Section 66020 of the Government Code and other applicable law, commences with such payment or performance of any other requirement as described in, Section 66020 of the Government Code. Additionally. this notice advises that the protest thereof must oar within 80 calendar days thereafter. ..