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14010147M CITY OF CU P]E]RTINO BUILDING PERMIT BUILDING ADDRESS: 10215 S FOOTHILL BLVD CONTRACTOR: GRAND NEST PERMIT NO: 14010147 CONSTRUCTION OWNER'S NAME: XIE WEN TING AND LIU WESLEY W 13428 CHRISTINE DR DATE ISSUED: 07/22/2014 OWNER'S PHONE: 4088296083 SARATOGA, CA 95070 PHONE NO: (408) 891 -8059 LICENSED CONTRACTOR'S DECLARATION 10B DESCRIPTION: RESIDENTIAL EJ COMMERCIAL ❑ _ CONSTRUCT 2 STORE' SF1DWL 4,357 SQ FT TO 1NCLU DlE License Class Lic. 4 1ST FLOOR 2316, 2ND FLOOR 1175, ATTACHED GARAGE 441 Contractor Date AND PORCH 455 SQ FT I hereby affirm t at I am licensed un er t e�rrovisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business & Professions Code and that my license is in full force and effect. I hereby affirm under penalty of perjury one of the following two declarations: I have and will maintain a certificate of consent to self- insure for Worker's Compensation, as provided for by Section 3700 of the Labor Code, for the Sq. Ft Floor Area: Valuation: $350000 performance of the work for which this permit is issued. 1 have and will maintain Worker's Compensation Insurance, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this APN Number: 34214076.00 Occupancy Type: permit is issued. APPLICANT CERTIFICATION I certify that I have read this application and state that the above information is PERMIT EXPIRE WORK I S NOT STARTED correct. I agree to comply with all city and county ordinances and state laws relating WITHIN )l�® ®� �� 1[��>UA)��)E ®� to building construction, and hereby authorize representatives of this city to enter upon the above mentioned property for inspection purposes. (We) agree to save 180 DAYS 1FR CALILIED I S PlCffON. indemnify and keep harmless the City of Cupertino against liabilities, judgments, costs, and expenses which may accrue against said City in consequence of the 7 granting of this permit. Additionally, the applicant understands and will comply Issued by: Date: with all non -point source regulations per the Cupertino Municipal Code, Section 9.18. �/ Signature _� Date �° 1i� I RE- ROOFS: All roofs shall be inspected prior to any roofing material being installed. If a roof is installed without first obtaining an inspection, I agree to remove all new materials for inspection. I� OWNER - BUILDER DECLARATION Signature of Applicant: Date: I hereby affirm that I am exempt from the Contractor's License Law for one of the following two reasons: ALL ROOF COVERINGS TO BE CLASS "A" OR BETTER I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business & Professions Code) I, as owner of the property, am exclusively contracting with licensed contractors to HAZARDOUS MATERIALS DISCLOSURE construct the project (Sec.7044, Business & Professions Code). I have read the hazardous materials requirements under Chapter 6.95 of the California Health & Safety Code, Sections 25505, 25533, and 25534. I will I hereby affirm under penalty of perjury one of the following three maintain compliance with the Cupertino Municipal Code, Chapter 9.12 and the declarations: Health & Safety Code, Section 25532(a) should 1 store or handle hazardous I have and will maintain a Certificate of Consent to self- insure for Worker's material. Additionally, should 1 use equipment or devices which emit hazardous Compensation, as provided for by Section 3700 of the Labor Code, for the air contaminants as defined by the Bay Area Air Quality Management District I performance of the work for which this permit is issued. will maintain compliance with the Cupertino Municipal Code, Chapter 9.12 and I have and will maintain Worker's Compensation Insurance, as provided for by the Health & Safety Code, Sections 25505, 25533, and 25534. Section 3700 of the Labor Code, for the performance of the work for which this Owner or authorized agent: _�— �"Ylate: permit is issued. -74, 1 certify that in the performance of the work for which this permit is issued, 1 shall not employ any person in any manner so as to become subject to the Worker's Compensation laws of California. If, after making this certificate of exemption, I CONSTRUCTION LENDING AGENCY become subject to the Worker's Compensation provisions of the Labor Code, I must I hereby affirm that there is a construction lending agency for the performance of forthwith comply with such provisions or this permit shall be deemed revoked. I work's for which this permit is issued (Sec. 3097, Civ C.) Lender's Name APPLICANT CERTIFICATION Lender's Address I certify that 1 have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above mentioned property for inspection purposes. (We) agree to save ARCHITECT'S DECLARATION indemnify and keep harmless the City of Cupertino against liabilities, judgments, costs, and expenses which may accrue against said City in consequence of the I understand my plans shall be used as public records. granting of this permit. Additionally, the applicant understands and will comply with all non -point source regulations per the Cupertino Municipal Code, Section Licensed Professional 9.18. Signature Date COMMUNITY DEVELOPMENT DEPARTMENT o BUILDING DIVISION :3 10300 TORRE AVENUE ^ CUPERI "INO, CA 95014 -3255 �v C4l�E681rUINl® (408) 777 -3228 ^ FAX.(408) 777 -3333 - build ing(aDcupertino.org I I NFW CONSTRUCTION F-1 ADDITION 1 1 ALTERATloN /TI I I RF.VfSrnN / DF.FRRRF.D oRTMNAi. PERmrr # PROJECT ADDRESS O 7 ( FGIV APN N n 10% l� 1 �f n L� C OWNER NAME w� -y I _�- PHONE , E -MAII, STREET ADDRE�$$ s r CITY, STAT):�P � FAX CONTACT ME r jI,_ PHONE / E -MAIL ( 7`jG7hI 6 Z _( Q Q C2 1, STRE TOrjDDRE,S�Sp CTTY, STATE, ZIP FAX CA q56 V ❑ OWNERS I�f OWNER -BUU DER ❑ OWNER AGENT ❑ CONrRACTOR ❑ CONTRACTOR AGENT ❑ ARCHITECT ❑ ENGINEER ❑ DEVELOPER ❑ TENANT CONTRACTOR NAME LICENSE NUMBER LICENSE TYPE BUS. LIC # COMPANY NAME E -MAIL FAX STREET ADDRESS CITY, STATE, ZIP PHONE ARCHITECT/ENGINE RNAME LICENSE NUMBER G & S_7 BUS. LIC # o COMPANY NAME E -MAIL FAX STREET ADDRESS . D ?Z! CrrY, STATE, Z PHONE 4 DESCRIPTION OF WORK s EXISTING USE PROPOSED USE CONM 1.1'PE #STORIES I� 2 USE TYPE OCC. SQ.FT. VALUATION (S) EXISTG AREA 1 T NEW FLOOR DEMO AREA q AREA 1 f TOTAL NET AREA n t IOTHER l S BATHRO M KITCHEN` REMODEL AREA REMODEL AREA REMODEL AREA ' PO CK AREA TOTAL DECK/PORCH AREA GAPAGGE AREA: DETACH [ARREEA 4 4 7 3 O +(� i IRATTACH G° T # LLWG UNITS: ISASECONDUNIT ❑YES SECONDSTORY [I YES BEING ADDED? ONO ADDITION? []NO PRE - APPLICATION ErYES IF YES, PROVIDE COPY OF IS THE BLDG AN ❑ YES REC ED B TOTAL VALUATION: PLANNING APP []NO PLANNING OVAL LETTER EICHLER HOME? ❑ NO 00 By my signature below, I certify to each of the following: I am the property owner or authorized agent to act on the property owner's behal0 I have read this application and the information I have provided is cpqect I have read the Description of Work and verify it is accurate. I agree to comply with all applicable local ordinances and state laws relating to building cons tion. I authorize representatives of Cupertino to enter the above- 'dentifred ope for inspection purposes. Signature of Applicant/Aggnt: Date: fl SUPPLE, MENTAL INFORMA ION REQUIRED PLAN CHECK TYPE ROUTING SLIP ❑ OVER - TAE -COUN R BUILDING PLAN REVIEW New SFD or Multifamily dwellings: Apply for demolition permit for existing building(s). Demolition permit is required prior to issuance of building permit for new. building. ❑ EXP PLANNING PLAN REVIEW Commercial Bldgs: Provide a completed Hazardous Materials Disclosure STANDARD ❑ PUBLIC WORKS form if any Hazardous Materials are being used as part of this project. ❑ LARGE ❑ FIRE DEPT _ Copy of Planning Approval Letter or Meeting with planning prior to MAJOR of Building Permit application. SANITARY sEwER DISTRICT ❑ E ONMENTAL HEALTH BldgApp_20�Ldoc revised 06121111 11 11 Fm—N CIT Y OF CUPERTINO FEE ESTIMATOR — BUILDING DIVISION OCCUPANCY TYPE: ADDRESS: 10215 s foothill blvd DATE: 01/27/2014 REVIEWED BY: Mendez PC FEE ID APN: BP #: / % *VALUATION: 1$350,000 *PERMIT TYPE: Building Permit PLAN CHECK TYPE: New Construction PRIMARY SFD or Duplex USE: 2nd Unit? Yes N0 PENTAMATION 1 R3SFDW PERMIT TYPE: WORK construct 2 story sfdwl 4,387 sq ft to include 1st floor 2316 2nd floor 1175 attached garage 441 and SCOPE porch 455 sq ft OCCUPANCY TYPE: TYPE OF CONSTR. FLR AREA s. f. PC FEES PC FEE ID BP FEES BP FEE ID R -3 (Custom) II- B,III- B,IV,V -B 4,387 $3,208.00 IR3PLNCK $3,623.60 IRMATSP $0.00 PME Plan Check: $0.00 Permit Fee: $3,623.60 Suppl. Insp. Fee-.0 Reg. Q OT 0,0 hrs $0.00 PME Unit Fee: $0.00 PME Permit Fee: $0.00 TOTALS: 4,387 $3,208.00 Construction Tax: 1BCONSTAXR $3,623.60 # new units NOTE: This estimate does not include fees due to other Departments (Le. Planning, Public Works, Fire, Sanitary Sewer District, School District, etc). These fees are based on the nreliminary information available and are only an estimate- Contact the Dent for addn'1 Info. FEE ITEMS (Fee Resolution 11 -053 Eff 711113) ;ifech. Plan C'he Phunb. Plan Cheek Elec. Plan Check hlirch. Permit Fee: Plum& Permit Fee: Elec. Permit Fee: Other Tech. Insp. Other Plumb Insp. 01her Elec. Insp. Adech. Insp. Fee: Phanb. hisp. Fee: Elec. Insp. Fee: NOTE: This estimate does not include fees due to other Departments (Le. Planning, Public Works, Fire, Sanitary Sewer District, School District, etc). These fees are based on the nreliminary information available and are only an estimate- Contact the Dent for addn'1 Info. FEE ITEMS (Fee Resolution 11 -053 Eff 711113) FEE QTY/FEE MISC ITEMS Plan Check Fee: $3,208.00 Select a Misc Bldg/Structure or Element of a Building Suppl. PC Fee: (•) Reg. 0 OT 0.0 hrs $0.00 PME Plan Check: $0.00 Permit Fee: $3,623.60 Suppl. Insp. Fee-.0 Reg. Q OT 0,0 hrs $0.00 PME Unit Fee: $0.00 PME Permit Fee: $0.00 Construction Tax: 1BCONSTAXR 1 # new units $652.28 Administrative Fee: (( Work Without Permit? Yes No $0.00 Advanced Planning Fee: IPLLONGR $614.18 Select a Non - Residential Building or Structure Travel Doeutnentation Fees: Strong Motion Fee: IBSEISMICR $35.00 Select an Administrative Item Bldg Stds Commission Fee: IBCBSC $14.00 SUBTOTALS: $8,147.06 $0.00 TOTAL FEE: I $8,147.06 Revised: 01/1512014 C UPIEfRTONO (CONTRACTOR / SUBCONTRACTOR LEST Building Department City Of Cupertino t0300 Torre Avenue Cupertino, CA 95014 -3255 Telephone: 408 -777 -3228 Fax: 408 - 777 -3333 JOB ADDRESS: Vd PERMIT # D p OWNER'S NAME: Xi V,1 I _ 0 GENERAL CONTRACTOR: fan 4 1&f BUSINESS LICENSE 7#' ADDRESS: 17 9? IY ff' G ,' j o CITY /ZIPCODE: 9 4 o p *Our municipal code requires all businesses working in the city to have a City of Cupertino business license. NO BUILDING (FINAL OR (FINAL OCCUPANCY INSPECTION(S) WILL BE SCHEDULED UNTIL THE GENERAL CONTRACTOR AND ALL SUBCONTRACTORS HAVE OBTAINED A CITE' OF CUPERTINO ]BUSINESS LICENSE. / I am not using any subcontractors: KV c� Signature (Date Please check applicable subcontractors and complete the following information: V SUBCONTRACTOR IBUS11NESS NAME (BUSINESS LICENSE # Cabinets & Millwork Cement Finishing Electrical v Excavation Fencing Flooring / Carpeting Linoleum / Wood Glass / Glazing Heating Insulation Landscaping Lathing Masonry Painting / Wallpaper Paving Plastering Plumbing Roofing Septic Tank Sheet Metal Sheet Rock Tile Owner / Contractor Signature (Date Wesllu Liu IEnghleeirliln; 7246 Sharon Drive, Suite O, San Jose, CA 95129 December 5, 2014 Re: Framing Wallv Review HDL Development LLC 10215 S. Foothill Blvd. Cupertino, CA 95014 To Whom It May Concern: �Illl�o U tel & fax: 408 - 973 -1839 j. 130828.L4 /zk161 7// 2 As requested, we have made the structural framing walk for the project mentioned above on 12/2/2014 and rechecked on 12/5/2014. All of the items that we brought up on the first walk were addressed per our recommendations. Based on our observation, we concluded that the framing was in general conformance with the approved plans and specifications. This review is conceptual and qualitative. It is intended to verify the presence of major structural connections and to identify major deficiencies. Accuracy of the dimensions, type and grade of the materials, and similar features of the work were not checked in detail. We do not undertake the guarantee of the construction or relieve the contractor of his primary responsibility to produce a completed project conforming to the plans. We appreciate the opportunity to have been of service. If you have any questions or require additional information, please feel free to contact us at your convenience. 7246 Sharon Drive, Suite 0, San Jose, CA 95129 tel d3. fax_ 408 -973 -1839 August 19, 2014 Re: Blocking Below Shear Wall 14D.L Development LLC 10215 S. Foothill Blvd. Cupertino, CA 9501.4 To Whom It May Concern: fp�,44 � A) 4 t> kO N °7 File: 130828.L2 Plan specify U member below heavy shear wall (P3 and up). Mainly the U member is for receiving 2 rows of sill nailing. This U member can be replaced with (2)2x. We appreciate the opportunity to have been of service. If you have any questions or require additional information, please feel free to contact us at your convenience. Sincerely, Wesley W. Liu L C svG1§vc -c-Rw Surveying, Civil and Structural Engineering 1291 Oakland Road, San Jose, CA 95112 July 28, 2014 Mr. Wesley Liu 7246 Sharon Dr. # 0 San Jose, CA 95129 Dear Mr. Liu: RE: Building Setback 10215 S. Foothill Blvd Cupertino, CA 95014 J LJ lLa_ a T(408) 806 -7187 F(408) U_i006 / This letter is to confirm in writing that LC Engineering has provided construction staking services to locate the corners for the new house located at 10215 S. Foothill Blvd, Cupertino, California. Offset referenced points were placed to locate the wall corners in accordance with the plans approved by City Cupertino. We have subsequently surveyed the forms and determined that the forms were set in the following positions: Surveyed Setback Approved Setback Front Setback 20.01' 20.00' Left Side Setback 9.01' 9.00' Right Side Setback 6.01' 6.00' Rear Setback 36.76' 36.76' If you have any q ding this mailer, please call me. Sincerely Yo 0 M. LLJ No. 47518 12 -31 -15 �qTF C/ V Ninh M. Le, PE OTC AL�F Project Manager Wesky Liu }EngiIrIIeenn 7246 Sharon Drive, Suite 0, San Jose, CA 95129 July 28, 2014 Imeo Re: Reinforcement Review /Observation HDL Development LLC 10215 S. Foothill Blvd. Cupertino, CA 95014 To Whom It May Concern: tel & fax: 408- 973 -1839 :7 �U File: 13082 We have visited the job site to observe the reinforcement layout for the above - mentioned project on 7/28/2014. During our visit, we reviewed the footing reinforcement and the preset holdown bolts. To the best of our knowledge and based on above observation, we conclude that the reinforcement layout was in general conformance with the approved plans and specifications. This observation is intended to verify the structural features only. Other features such as water proofing, soil moisture condition are beyond the scope of this visit. We appreciate the opportunity to have been of service. If you have any questions or require additional information, please feel free to contact us at your convenience. Sincerely, Wesley W CAPER ENGINEERING INC. PO BOX 1.4198, FREMONT, CA 94539 Tel: (510) 668 -1815 Fax: (510) 490 -8690 Project No. 876 July 25, 2014 _ 13— !UJ Building Department // City of Cupertino 10300 Torre Ave. Cupertino. CA 95014 t Subject: Proposed New Residence at 10215 S. Foothill Blvd., Cupertino, CA 1F®O'1< EEG (EXCAVATION AND 1PR E1PA1RATRON RNSIPIECT.ION 1R1FPO RT Dear Sir: CAPEX ENGINEERING INC'., has provided inspection service for footing excavation and building pad preparation. Footing depth and width were excavated adequate performed in general accordance with recommendations of soil report and approved plans. The exposed soil conditions of excavated foundation are beyond design bearing capacity and acceptable. Very Truly Yours Capex E 7i.neering Inc. ar % P.E Principal co i 1-t O Wesky Liu IE>Iflgkeeir�ng9 fine. Ll- 7- PR - 7246 Sharon Drive, Suite 0, San Jose, CA 95129 tel & fax: 408 - 973 -1839 July 28, 2014 File: 130828.L1 Re: Reinforcement Review /Observation HDL Development LLC 10215 S. Foothill Blvd. Cupertino, CA 95014 To Whom It May Concern: We have visited the job site to observe the reinforcement layout for the above - mentioned project on 7/28/2014. During our visit, we reviewed the footing reinforcement and the preset holdown bolts. To the best of our knowledge and based on above observation, we conclude that the reinforcement layout was in general conformance with the approved plans and specifications. This observation is intended to verify the structural features only. Other features such as water proofing, soil moisture condition are beyond the scope of this visit. We appreciate the opportunity to have been of service. If you have any questions or require additional information, please feel free to contact us at your convenience. �Wesky ILIlu IEanganee r°Ilng9 Eneo 7246 Sharon Drive Suite #O, San Jose, CA 95129 Tel & Fax: 408 - 973 -1839 April 18, 2014 Re: Plan Check Response HDL Development LLC 10215 S. Foothill Blvd. Cupertino, CA 95014 To Whom It May Concern: File: 130828.pc 1 We have made the clarification and /or modifications for the structural portion of the plan check comment for above - mentioned project. Please feel free to call us if you have any questions. Item: Action Taking: S 1 See attached letter provided by the soil engineer. S2 See revised calculation page 3. S3 Besides the stair tower, all other diaphragms are normal. See page 12 for added diaphragm over the stair tower. For roof with different plate height, collectors are detailed such as 6/S5, 10 /S6 & 12/S6. Also, straps are provided at every re- entrance corners. Chord forces are small for such small diaphragm. We use the total load along each wall line to size the collector straps. So, calculations for collector force or drag struts are not needed. Please point it out specifically if where a strap is missing. By the way, this is a reused plan with couple windows changes only. The old plan was reviewed by the city in -house engineer Arnold Hom last year. S4 See revised calculation page 31. S5 See revised sheet S' ), post above is now shown on the 2nd floor framing plan. S6 Shear wall along line E2 is changed to 10.5'. S7 For checking the beam size, a single point load will end up a large beam size. If all 4 point loads {2 up and 2 down} are used, beam stress is smaller. See attached pages 2 -5 as an example. By the way, straps were specified at each end of the beam ` qr uplift. S8 See page 25. S9 See page 52. Please feel free to call me if you have any questions. Sincerely Wesley Liu 4PR Rg ®� �Z 4q g" p twr eo �p Steel Code AISC 9th Edition ASD Al�ovabl�tressIncreaseFac4or� Sits KININ 41,'000. Include Shear Deformation Yes No on "sj>j�Merrtber�Calc�� t x �rt n % Redesign Sections Yes M. elta Anai'sts,"�ol "erancex MWM 0 50%� Materials frierneraD Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress Ksi Ksi Ratio r 10 "5 F K/ft"3 Ksi BEAM 1 29000 11154 1 .3 1 .65 1 .49 1 36 Sections Section Database Material Area SA SA 1(90,270) 1(0,180) T/C Label Sha a Label OnK 0180 (90,270) In A4) On "4 Only BEAM I DFLARSEL 8X1121 BM 1 86.25 1 1.2 1.2 1 404.297 950.547 Joint Coordinates Joint Label X Coordinate Y Coordinate Joint N1 Boundary Conditions Joint Label X Translation Y Translation Rotation Member Data Section End Releases End Offsets Inactive Member Member Label I Joint J Joint Rotate Set I -End J -End I -End J -End Code Length (deareesl AVM AVM (In) (In) (Ft) Aasic Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Descri tion X Y Nodal Point Dist 1 DL +LL None I I I I 1 1 Hember Distributed Loads, Caixe ® : Hone, BLC I: DL LL Member Label I Joint J Joint Load Pattern Label Pattern Multiplier M1 N 1 N2 PAT1 1 .87 Distributed Load Paltems Pattern Label Direction Start Magnitude End Magnitude Start Location End Location K/ft, F (K/ft, F Ft or Yo Ft or PAT1 Y 1 -1 -1 1 0 14 Hember Point Loads, Catteaory : None, SLC 9 ° ®L +LL Member Label I Joint J Joint Direction Magnitude Location N1 RISA -2D Version 5.1 [C: \dwg \RISA \RISA\2013 \130828- fb8 -a.2dj U ;,Ob Page 3 Load Combinations Num DescriDtion Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor Reactions, LC I: DL+LLB Joint Label X Force Y Force Moment Center of Gravity Coords (X,Y) (Ft) : 1 7 1 0.000 Member Section Forces, IBC I : ®L +LL Member Label Section Axial Shear Moment (K) (K) (K -ft) M1 1 0 9.516 0 2 0 6.471 - 27.977 3 0 -3.426 - 45.297 4 0 -6.471 - 27.977 5 0 -9.516 0 WGmbep ®efdecUOn3 LAC 9 : ®L +LPL Member Label Section x- Translation y- Translation (n) Uy Ratio In In i1N1 1 0 0 NC 2 0 -0.658 255.216 3 0 -0.939 178.819 4 0 -0.658 255.216 5 0 0 INC RISA -21D Version 5.1 [C:1dwg1RISAIRISA 120131130828- fb8- a.r2d] Page 4 Global 01\12 4 -pot �J-i LOAP>, Steel Code AISC 9th Edition ASD AI owabl6Stress�Iricjeasel= actors Y -6.852 Include Shear Deformation Yes i�o . ofSectlrris for'MembaeCalcsx; ✓ ; � y Redesign Sections -N Yes t %>svelta =Anal~:$tSc' �t-N,.,.; t., w4 r P D Tolerance ..c�.�� . ;- �.��050./0 J 0 ." +, + k . -. .,� v��,�k. <h�.�. Tt!t . , — Materials (Geyeeral Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress (Ksi) (Ksi) Ratio (Der 10 ^5 F) (K/ft^3) lKsil Sections Section Database Material Area SA SA 1(90,270) 1(0,180) TIC Label Shape Label In "2 (0,180) (90,270) In A4) (In A4) Only BEAM I DFLARSEL 8X121 BM 1 86.25 1 1.2 1 1.2 1 404.297 1 950.547 Joint Coordinates Joint Label Soundamy Conditions Joint Label X Translation Y Translation Rotation Member Data Section End Releases End Otfsets Inactive Member Member Label I Joint J Joint Rotate Set I -End J -End I -End J -End Code Length (decrees) AVM AVM (In) (In) (Ft) Bask Load Case Data BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y Nodal Point Dist. 1 DL¢LL None I I 1 1 4 1 Member Dsstdbuted Loads, Ca tecoly : Nome, DLC I: QLDIL Member Label I Joint J Joint Load Pattern Label Pattern Mu 'liar M1 I N1 N2 I PAT1 1 .87 Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location Member Point Loads, Ca tegjpN . Womie. BLOC 9 . DLL -L(,L Member Label I Joint J Joint Direction u Location %AK K -f) (Ft or %) M1 N1 N2 Y -6.852 4 �t vy 3 y fk.„ 1 p . `1 M.1..��s.�, �i'fi �x S� f N, " �� ✓ ; � y � 1s y�_.,'�a!3i'�.�.� I,tl�1 '��;,...,..,< M1 N1" N2 Y -6.852 8.5 'y [��1, r. 11 � 2. ' �, ' xa �; 5 . r ��' . .' , , ,V . � .. RISA -21D Version 5.1 [C: \dwg \RISA \RISA\2013 \130828- fb8.r2d] Page 1 dQ �04,p ;1 Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor Reactions, LC I: Dd +LL Joint Label X Force Y Force Moment Center of Gravity Coords MY) (Ft) : 1 2.139 1 0.000 Rgember Section Forces, LC it o DL -AeLL Member Label Section Axial Shear Moment (K) (K) (K -ft) M1 1 0 9.027 0 2 0 5.982 - 26.264 3 0 2.937 - 21.315 4 0 -6.96 -12.56 5 0 -3.153 0 Hember Deflections, LC it : DL+LL Member Label Section x- Translation y- Translation (n) Uy Ratio (In) (In) M1 1 0 0 NC 2 0 -0.448 375.079 3 0 -0.578 290.833 4 0 -0.378 444.443 5 0 0 NC rn\ - LaA-,p ,;�- 4�� ww?�. , RISA -2D Version 5.1 [C: \dwg\RISA \RISA\2013 \130828- fb8.l2d] Page 2 CAPER ENGIATEERING INC. 1?O BOX 14198, FREMONT, CA 94539 Tel: (510).66.8-.1-815 Fax: (510) 490 -8690 �. 8760 , 1. ''April, 2, 014 Building Department F ', pity of Cupertino 1030.0 Torre Ave. — Cuperti:no, CA 95014. n Subject: Proposed 'New 'Residence at ' _10215: S. Foothill Blvd,,. Cupertino,, CA FOUNDATION IPLAN AND DETAIL R EVrEW )RIEPOR'f RECENJEED Reference: (1) Soil andToundation Investigation ��R ��4 By: C'apex. Engineering Inc. + Dated on December "16, 201.3 (2) Foundation Plans and Detail �.1..;. By: Wesley Liu Engineering Dated on April 15, 20] 4 Dear Sir: Capa �'rgineerbigInr ., has: reviewed the above. referenced materials pertaining to the subject project.. Based an. our review, it is our opinion that the submitted plans and specifications (.Reference 2, Sheet. S. l & S -2). substantially generally conform to the recommendations presented in reference It should :be noted that ( l) the soil engineer on record has been retained to provide soil site observation and provide periodic and final report to the City; (2) Surface drainage .must be provided as designed by the. project Civil. Engineer and maintained by the property owner at al l times. Should you have. questions, please.contactour.office atyour convenience. VeryTrul Yours.. ; apex Engi eering.Inc. Gary I, .u, Principal Lr t - . is -;s, 2 �S\� <, C,4PEX ENGINEERING INC. P.O. BOX 14198, FREMONT, CA 94539 Tel: (510) 668-1815 Fax: (510) 490-8690 GEOTECHNffCAL INVESTIGATION REPORT ?I[ OPGSED NEW RESIDENCE AT 10215 S. FOOTHILL BLVD. CUPERTINO, CA 01 3 Oar�,�Qhl By CAPEX ENGINEERING INC. Project No. 8760 December 16,2013 C. - o CAPER ENGINEERING INC. P.O.BOX':14198, FREMONT, CA 94539 Tel:( 510) 668- 1.815 Fax: (510) 490 -8690 Project No. 8760 December l6, 2013 Mr. Wesley Liu 7246 Sharon Dr:. #0 . San Jose, CA 95129: Subject: Proposed New Residence at 10215 S. Toothi;ll Blvd., Cupertino, CA G EOTECHNICAL INVESTIGATION AND FOUNDATION Il CO COMMENDATION. REPORT T Dear Mr -Liu: In accordance with your authorization, CAPEX ENG&LL 1AIG INC. has completed a. geotechn.icad investigation at the subject site. Recommendations are based on our site . investigation, laboratory: test. result :analysis and proposed site plan. 711e. accompanying report presents the results of our geotechnical investigation. Our findings indicate that. the site is: suitable, from a geotechnicai standpoint, for the proposed -iw. o story new. residence provided. the recommendations of this report are carefully followed:and are.incorporated into the project plans and, specifications. We appreciate; the .opportunity to be of service.to you. Should you have any questions relating to the contents of this report or should. you require additional information, please do not:4esitate to contact our officel at your convenience. Very truly yours, CAPEX ENGINEERING INC: �,p�Cr�ESS% ry l Gary su;'P Principal', TABLE OF CONTENTS Page No. CAPER ENGINEERING INC. 3 LETTER OF TRANSMITAL 2 1.0 Introduction 4 2.0 Site location & Description 4 3.0 Field Investigation 4 4.0 Soil Conditions 5 5.0 Laboratory Testing 5 6.0 C.B.0 Earthquake Design Criteria 5 7.0 Liquefaction Potential Evaluation 6 8.0 Discussion, Conclusions & Recommendations 6 8.1 General 6 8.2 Grading & Compaction 6 8.3 Foundations 7 8.4 Concrete Slab on Grade 7 8.5 General Construction Requirement 8 9.0 Construction Observation 9 10.0 Limitations and Uniformity of Conditions 10 Figures: 1. Site Location Map 11 2. Site Plan 12 3. Log of Test Boring (Boring 1) 13 CAPER ENGINEERING INC. 3 1.0 2.0 3.0 ]INTRODUCTION The purpose of the geotechnical investigation for the proposed two -story new residence, development located at 10215 S. Foothill Blvd. Cupertino, California was to determine the surface and subsurface soil conditions at the subject site. Based on the data and information obtained, we have provided recommendations for foundation design and grading criteria for the site. The scope of our work included the following: 1. Site reconnaissance by Project Engineer. 2. Subsurface exploration consisted of one boring 3. Performed laboratory tests to provide engineering criteria. 4. The preparation and writing of this report which presents our findings, conclusions and recommendations. Our findings indicate that the proposed development is feasible from a geotechnical standpoint provided the recommendations in this report are included into the project plans and specifications and adhered to during and after construction. ME ILOCATRONS AND IDIESCM?TffON The site is located on 10215 S. Foothill Blvd., Cupertino, CA. The proposed project understood to consist of construction two -story new residence. The site is flat and the surrounding lots of the site are developed with residence. The above description is base on site reconnaissance by the project engineer and a site plan. R EL➢D I VIESTIGAUON The field investigation was performed on December 12, 2013 and included a site reconnaissance by the project engineer and the drilling of one (1) exploratory boring. The borings were drilled to a maximum depth of 15 feet below the existing ground surface. The drilling was performed with a truck- mounted rig using power driven, six inches diameter flight auger. Drilling was performed by West Coast Exploration Inc. Visually classifications were made from the auger cuttings and the samples in the field. As the drilling proceeded, undisturbed samples were obtained by means of a 2.5 inches split -tube sampler (Outer Diameter of Sampler). The sampler was driven under the impact of a 140 pounds hammer with a free fall of 30 inches. The number of blows required driving the sampler the last 12 inches were adjusted to the standard penetration resistance (N- Value) and are presented in the Log of Test Borings (Figure 3). CAPEX ENGINEERING INC. 3.0 SOM CON D1<')( EONS The soil conditions were derived from our site reconnaissance and the information and samples obtained from our exploratory borings. Detailed descriptions of the materials encountered in the laboratory borings and the results of the laboratory tests are presented on "Log of Test Boring" (Figure 3). The subsurface soils condition, as encountered in the boring were found to consist of a light brown sandy silt clay to five feet and change to light brown silt clay with gravel to terminated depth 15' of boring. No ground water was encountered during drilling operations. However, fluctuations in the groundwater table are anticipated with seasonal rainfall variations. The boring was backfilled on the date of excavation. 500 LABORATORY T EST INGS 5.1 All samples were visually classified in the laboratory in accordance with the Unified Soil Classification System per ASTM D -2487 and/or D -2488 in order to verify the field classification. 5.2 The natural moisture contents and dry unit weights were determined for all undisturbed samples per ASTM D -2216. 5.3 Gradation tests were performed on selective samples per ASTM D -442 in order to provide engineering characteristics of the material and for liquefaction potential evaluation. The results of sieve analysis and Atterberg Limit tests indicate that the near surface soils exhibit a low percentage of fines and are subject to a low swell/shrink potential with variation in moisture content. (P.I =8.5) 600 C.B.0 (20110 IEDI[TEON) EARTHQUAKE E )IDIEMN CI18 T E]I M The seismic design parameters for the site per Chapter 16 of the California Building Code (2010 Edition) are follows: Latitude: 37.320067 (degrees) Longitude: - 122.068961 (degrees) Site Class = D Short Term Design Spectral Response Parameter, SDs =1.594 g 1 Second Design Spectral Response Parameter, SD1= 0.854 g Site Coefficient, Fa = 1.0 Site Coefficient, Fv = 1.5 CAPEX ENGINEERING INC. 5 7.0 LI QU EEIFA(CUON ]FUT ENUAL ]EVALUATEON Liquefaction occurs primarily in relatively loose, saturated, cohesionless soils which can be subjected to a temporary loss of strength due to the buildup pore pressures, especially as a result of cyclic loading such as induced by earthquakes. Evaluation of liquefaction potential on this site was based on the soil type, density of the site soils, and the presence of groundwater. Based on the data obtained during our field and laboratory investigations, it is our opinion that the liquefaction potential at this site is nil. 8o0 11D1 S CUSSRON, ICON CLUMNS AMID R EcCOM M IEN DAUGNS 8.1 Generaa From a geotechnical standpoint, for the proposed addition development is feasible for construction on the subject site provided the recommendations presented in this report are carefully followed and are incorporated into the project plans and specifications. 8.2 Gurading & Compaction 8.2.1 Prior to any grading, demolition of the site should be completed. This should include the removal of the existing residential structure and any concrete foundations, underground utilities or any other surface or sub - surface structure which may be encountered. Any tree root system, debris or trashes that are encountered should also be removed. It is vital that CAPEX ENGINEERING INC. observe the demolition operation and be notified in ample time to ensure that no sub - surface structures are covered and that any tree root system completely removed. 8.2.1 All on -site material having an organic content of less than 1% by volume and free from other deleterious materials are suitable for use as fill on site. All fill material should have a maximum particle size of 6 inches with no more than 15% larger than 2.5 inches. 8.2.2 Any import fills which is predominately granular in nature and with plasticity index of 12 or less can be used. The soil engineer should give final approval of any import fill material prior to placement. The contractor shall notify the soil engineer 5 working days in advance of his intention to import soil from any other source outside the site area and shall permit the engineer to sample as necessary for the purpose of performing tests to establish the qualities of the material. CAPEX ENGINEERING INC. 6 8.2.3 After preparation of the native ground soils, the site may be brought to the desired finish grade by placing on -site native material or import material in lifts not to exceed 8 inches in uncompacted thickness. Compacted to a minimum of 90% as determined by ASTM D- 1557 -91 laboratory testing procedure. 8.2.4 The moisture content of the fill material should be 0 to 3% above optimum and sufficient to obtain the required density. Water should be added or other satisfactory method shall aerate the fill material in order to have acceptable range for moisture. 8.3 Foundations 8.3.1 The proposed structure can be satisfactory supported on spread and continuous (grade beams) footings foundation system provided the site is prepared as previously recommended. 8.3.2 The following soil design parameters apply: a. Allowable soil bearing pressure (DL + LL ) - - - -- -2,500 psf b. Allowable soil bearing pressure (All Loads) - - - - -- 3,000 psf C. Lateral passive pressure ------------------------- - - - - -- 250 pcf d. Coefficient of sliding ----------------------------- - - - - -- 0.25 8.3.3 Extend all footings at least 18 inches below the undisturbed ground surface. Foundation widths should conform to CBC minimum standards provided the soil bearing stress recommendations of this report are not exceeded. Footings should be reinforced using a minimum of one # 4 bar at the top and the bottom. The footings should be reinforced as determined by the Structural Engineer based upon the building loads. 8.3.4 Total settlement of the subsoil beneath foundation depth at normal loading is expected to be on the order of 1.0 inch and differential settlement of 0.5 inch. 8.4 CONCRETE SLAB ON GRADE 8.4.1 Concrete slab should be structurally reinforced using at least No. 4 bars, within the middle of slab, at 18 inch on centers both ways. The structural engineer may determine that additional reinforcement is required based on the intended use and loading of the slab. CAPEX ENGINEERING INC. 7 8.4.2 Slab on grade should be underlain by a minimum of 6 inches of granular material conforming to Caltrains Specifications for Class II permeable material in order to provide a capillary moisture break. An impervious membrane of 10 mils minimum thickness should be placed over the granular material in order to provide vapor barrier. 8.5 GENERAL cl ONS7ClI8NC7C1<ON R EQ UM EM ENTS Surface Drainage and lirrigatnonne 8.5.1 All finish grades should provide a positive gradient to an adequate discharge point in order to provide rapid removal of surface water runoff away from all foundations. No stilling water should be allowed on the pad or adjacent to the foundations. These lot slopes should be provided to aid in the removal of water from the pads and to reduce the amount of water to seep beneath the buildings. Surface drainage should be provided as designed by the project engineer and maintained by the property owner at all times afterwards. 8.5.2 All finish grade drainage swales must be cut into compacted finish grade. Construction of the drainage swales using uncompacted loose surface fill does not meet the recommended grading requirement. 8.5.3 Continuous roof gutters are recommended. Downspouts from the gutters may be provided with adequate pipe conduits to carry storm from the foundation and graded areas, thus reduce the possibility of soil saturation adjacent to the foundations and engineered fill. 8.5.4 Planters should be avoided adjacent to the foundation. Should planters be constructed, foliage requiring little irrigation should be considered to further reduce the amount of water that could affect the foundation. Alternatively, a watertight planter box with controlled discharge should be provided. Utility Tirennches: 8.5.5 Any utility trenches extending under the building areas should be backfilled with native on -site soils or approved import materials. Backfill should be properly compacted to prevent water migration through the utility trenches extending underneath the structure. CAPEX ENGINEERING INC. 8 8.5.6 Utility trenches extending underneath all traffic areas must be backfilled with native or approved import material and compacted to a relative compaction of 90% to within 12 inches of the subgrade. The upper 12 inches should be compacted to 95% relative compaction. Backfilling and compaction of these trenches must meet the requirement set forth by the City of Cupertino, Department of Public Works. 8.5.7 The soils generated from trenching may be used as backfill with the exception of cobbles greater than 6 inches in largest dimension. Compaction of the trench backfill should comply with the requirements set forth by the City of Cupertino, Department of Public Works. Tirench Shoring and Temporary Mopes 8.5.8 Applicable safety standards require that trenches in excess of 5 feet must be properly shored or that the walls of the trench slope back to provide safety for installation of lines. If trench wall sloping is performed, the inclination should vary with the soil type. The underground contractor should request an opinion from the soil engineer as to the type of soil and the resulting inclination. Slope of 1:1 (horizontal to vertical) may be utilized for stable cohesive soils while 2:1 will be required for the more granular loose soil. 900 CONSTlI UCTRON OBS ERVATEON The recommendations of this report are based upon assumptions regarding design concepts, and construction materials and procedures. To validate these recommendations, Capex Engineering Inc. must be retained to: a. Review the drainage and foundation plans. b. Review the structural calculations related to the foundations. C. Observe the preparation of the site for slab -on grade construction. d. Observe the foundation excavations to determine if the exposed soil conditions are substantially the same as those encountered in this report; and, to make alternative recommendations based upon professional judgment. e. Observe the initial and final site grading and installation of surface and subsurface drainage. 10.0 1LEMITAUONS AND UNIDF®>RMITY ®CIF C®NIIDMONS 10.1 The recommendations of this report are based on the assumption that the soil conditions do not deviate from those disclosed and from a reconnaissance of the site. Should any variations or undesirable conditions be encountered during the construction, Capex Engineering Inc. will provide supplemental recommendations as dictated by the field conditions. CA PER ENGINEERING INC. 10.2 This report is issued with the understanding that it is the responsibility for owner or his representative, to ensure that the information and recommendations contained herein are brought to the attention of the Architect, Engineer and Contractor for the project and incorporated into the plans and that the necessary steps are taken to see that the contractor and subcontractor carry out such recommendations in the field. 10.3 This report specifically recommends that Capex Engineering Inc. be retained to review the project plans and to provide observations and/or testing services during construction. It is the responsibility of the client to retain Capex Engineering Inc. and to inform Capex Engineering Inc. of the need for such services. 10.4 The conclusions and recommendations contained in this report will not be considered valid after a period of two (2) years, unless the changes are reviewed and conclusions of this report modified or verified in writing. 10.5 Capex Engineering Inc. does not provide design services, nor does Capex Engineering Inc. act as a builder. Our professional findings and recommendations were prepared in accordance with generally accepted engineering principals and practices. NO other warranty, expressed or implied, is made. CAPEX ENGINEERING INC 10 �F y kt s g qi S ME ILO CATRON MAP �. '1 t i T` � ¢ � LLR VHil••ctr,�BQ �`�� tF .� sa a K: E? r}.Fr�o >aszu,0 i e •'` —LFU«irt�rf�t x now nh4 d x C,' Clara 5'.<t NCH � flies on °n"` W Mtgvi Vap�,T5NUitru x' .3 b � r t4 c } J J21 VA I L too IJi7L Scv��e y Jv p n Fa�g�actc3e�z NI r .CirS +ff A, a .S 1 U t' q �� PLAN 10215 S. Foothill Blvd., Cupertino, CA Proiect No. 8760 16 December 2013 w lv 6 Z c .O J 'M c w Description U N in u_ LL= L-• N G��PllO�IPCLS a) E N w U) ou°� �V w� li aV7 0 cc Fn n o ... , 1 Dark Brown Silty Clay, moist 2 3 Light brown sand clay with gravel, moist, hard 1 -1 SC 26 117.5 16.5 3.5 Sieve Analysis 4 F =30 %, S =55% G= 15% Plastic Index 5 P.l = 8.5 6 Same As Above 7 8 Light Brown Silty Clay with gravel , moist, stiff 1 -2 CL 50/6" 121.5 15.5 9 10 11 Same As Above 12 13 Light Brown Silty Clay with gravel, moist, 1 -3 CL 50/6" 122.5 13.5 14 15 Terminated at 15 feet, no ground water encountered 16 during boring 17 18 19 20 21 22 23 24 25 BORBUG LOG MO. 9 Figure No. 3 CAPER ENGINEERING INC. Date Drilled: 12/12/13 By: G.H Project No. 8760 FOR CUPER)NKOG Aw HD Development LLCM 10215 S. Foothffl BM Cupeirfino, CA 95014 January 25, 2014 by I'S Exp. I 911 x> 0 Wes ey LR*u Engkeenng' Imc. 7246 Sharon Drive #0 San Jose, CA 95129 Tek (408) 973-1839 1Fax: (400) 973-1839 He: 130828 Page: 511 JUN I � Z914 ROOF LO8I CnncnetoTi|e - Plywood --- CEILING LOAD Joists ------------ Shootrock---- Insulation ---' ------- 10.0 psf -------' 1.5pof ----'—'-- 1.5 pof D.L.= 15.0 psf L.L. = 20 paf Account for roof slope 5 in12slope OL= 141 pof Say: 15psf O.L= 15 psf L.L. = 20 paf --'----- 15psf -------- 2psf --'—'---- 0.5 psf -------- 2pof D.L.= 6.0 pof i—L= 1Vpof FLOOR LOAD Plywood 1.5 psf Joists 4psf Sheetrock--'—'—'----'----- 2 pof Insulation --'---'—'--''—'—'-- 0.5 psf DL= 15.0Psf EXTER0RVVALL 70^ Stucco ................... ......... 10.0 psf Fmming(Stud) -------- 1.0 psf Sheetrook— 2.0 psf P|ywood --------- -- 1.5pof D.L= 15J0 psf INTERIOR WALL Framing(Stud) -------- 1.0 psf Sheetrock(2 sides) 4.0 psf P|ywood ----- -- — -- — 1.5paf D.L= lOpsf LL= 4Opsf A. Conterminous 48 States 2009 International Building Code Latitude = 37.320441 Longitude = - 122.068964 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 2.388 (Ss, Site Class B) 1.0 0.852 (51, Site Class B) Conterminous 48 States 2009 International Building Code Latitude = 37.320441 Longitude = - 122.068964 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 2.388 (SMs, Site Class D) 1.0 1.278 (SM1, Site Class D) Conterminous 48 States 2009 International Building Code Latitude = 37.320441 Longitude = - 122.068964 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.592 (SDs, Site Class D) 1.0 0.852 (SD1, Site Class D) d. **'**'* irirlMirirkir* ***'**'*ir**'in4*td*td*ir****'* ir*** td{ eir* ir* 06066Ak6if6RAOi. A060666A6Ottrtr ?Q40404COCOROAOACRAQOROROA BASE SHEAR (CBC2013 /ASCE7 -10) Site Class: Mapped Accel. Paramtr Ss= S1= Site Coeff. Fa = Fv = SMs = FaSs = SM1 = FvS1 = Design Spec. Accel. Paramtr SDs = (2 /3)SMs = SD1 = (2/3)SM1 = hn = T = Ct *(hn) ^0.75 = Ts = SD1 /SDs= TL= R= 1= Cs = SDs /(R/I)= Cs max = SD1(T(R/I)= Cs min = 0.5S1 /(R/I)= V = Cs *W= USE 0.7V = D 2.388 g (Figure 22 -1) 0.852 g (Figure 22 -2) 1 (Table 11.4 -1) 1.5 (Table 11.4 -2) 2.388 g 1.278 g 1.592 g E Seismic Design Catergory 0.852 g E Seismic Design Catergory 27 ft 0.237 second 0.53518 second SDs Governs (Figure 11.4 -1) 8 s (Figure 22 -12) 6.6 (Table 12.2 -1) 1 (Table 1.5 -2) 0.245 g (12.8 -2) 0.553 g (12.8 -3) 0.066 g (12.8 -6) 0.245 W 0.172 W N a e VERTICAL DISTRIBUTION FACTOR (2- STORY): Base Shear 0.172 Roof to Floor Height 12 Floor to Foundation height 11 Length Width /Ht, psf Roof Diaph: 27 25 25 Roof Diaph: 25 26 25 Roof Diaph: Floor Diaph: 27 Floor Diaph: 25 Floor Diaph: 46662.5 2nd Floor Wall: 54437.5 2nd Floor Wall 101100 25 20 26 20 190 9.5 1st Floor Wall 192 1st Floor Wall Story Weight Total Wx Roof 46662.5 floor 54437.5 ----------------------------- Sum 101100 V= 101100 Roof Distribution Factor: - - - - -> Floor Distribution Factor: - - - - -> 10 15 15 1 Sds = 1.592 p Neight (lb) Total Story 0.172 16875 Fx Coef. Force Shear 0.172 16250 0.239 11162 11162 0.172 0 33125 Roof 0.172 13500 11162 11162 46663 11162 0.239 0.172 13000 = 17389 Check OK 0.172 0 26500 Floor 0.172 27075 V= 101100 0.172 0 27075 Upper wall 0.172 28800 0.239 = Roof Fx Coref. 0.172 0 28800 Lower wall Height Story Story Hx WxHx Fx Coef. Force Shear 23 1073238 0.239 11162 11162 11 598812.5 0.114 6228 17389 -------------------------------------------------------------------------------------- 1672050 11162 11162 46663 11162 0.239 x 0.172 = 17389 Check OK 0.239 ------------------------------------------------------------------------------------------------------------------------ Sum 101100 0.114 V= 101100 DIAPHRAGMS FORCE DISTRIBUTION Story Diaph level Weight Height Story Diaph Wx Hx Force Fx Fi Wi Force Fpx Fpx Coef. Roof 46662.5 23 11162 11162 46663 11162 0.239 floor 54437.5 11 6228 17389 101100 9363 0.172 ------------------------------------------------------------------------------------------------------------------------ Sum 101100 17389 V= 101100 x 0.172 = 17389 Check OK Roof Distribution Factor: - - - - -> 0.239 = Roof Fx Coref. Floor Distribution Factor: - - - - -> 0.172 = base shear Minimum diaphragm force = 0.2SdslW *(0.7) = 0.223 W for allowable stress design p_ o 44444Q4QQ44Qp4Q0004Q44444M44QQQQ4f44f4444444f4444444444444f44444444444444444444444444444444444444 MAIN WIND FORCE RESISTING SYSTEM (ENVELOPE PROCEDURE) (I BC2012/CBC2013 /ASC E7 -10) 1 Jltimate Design Wind Speed V = Nominal Design Wind Speed V = Exposure = H= Topo effect Kzt= Wind Directionality Kd = Roof Pitch = 110 MPH (Figure 26.5 -1A) 85 MPH V..,d= V„n40.6 B 27 ft 1 (Figure 26.8 -1) 0.85 (Table 26.6 -1) 5.00/12 22.62 Degree 2 Velocity Pressure qh= 0.002564kz °kzt4kd *VA 2 (28.3 -1) qh= 0.00256 x ka x kat x kd x v "2 -0.47 psf qh= 0.00256 x 0.70 x 1 x 0.85 x 7260 = 11.06 H <15' qh= 0.00256 x 0.70 x 1 x 0.85 x 7260 = 11.06 H <20' qh= 0.00256 x 0.70 x 1 x 0.85 x 7260 = 11.06 H <25' qh= 0.00256 x 0.70 x 1 x 0.85 x 7260 = 11.06 H <30' qh= 0.00256 x 0.76 x 1 x 0.85 x 7260 = 12.01 H <40' Internal P. Coeff. GCpi = +1- 0.18 Enclosured Building (Table 26.11 -1) External P. Coeff. GCpf -GCpi) Ib 1ft ^2 (negative internal pressure) h <=60 ft (Figure 28.4 -1) Zone 1 = 0.54 psf Zone 2 = -0.45 psf Zone 3 = -0.47 psf Zone 4 = -0.41 psf Zone 1E = 0.77 psf Zone 2E = -0.72 psf Zone 3E = -0.65 psf Zone 4E = -0.60 psf 3 Wind Pressure p = qh (GCpf -GCpi) lb/ft-2 (28.4.1) Wind Pressure p = qh (GCpf -GCpi) Ib 1ft ^2 (negative internal pressure) H\Zon Zone 1 Zone 2 Zone 3 Zone 4 Zone 1 E Zone 2E Zone 3E Zone 4E H <15 3.96 -7,01 -7.15 -6.57 6.54 -9.94 -9.16 -8.60 H <20 3.96 -7.01 -7.15 -6.57 6.54 -9.94 -9.16 -8.60 H <25 3.96 -7.01 -7.15 -6.57 6.54 -9.94 -9.16 -8.60 H <30 3.96 -7.01 -7.15 -6.57 6.54 -9.94 -9.16 8.60 LH<k 4.30 -7,61 -7.77 -7.14 7.10 -10.79 -9.94 1 -9.34 Wind Pressure p = qh (GCpf -GCpi) Ib /ft ^2 (positive internal pressure) H\Zone Zone 1 Zone 2 Zone 3 Zone 4 Zone 1 E Zone 2E Zone 3E Zone 4E H <15 7.94 -3.03 -3.17 -2.59 10.52 -5.96 - 5.18 -4.62 H <20 7.94 -3.03 -3.17 -2.59 10.52 -5.96 - 5.18 -4.62 H <25 7.94 -3.03 -3.17 -2.59 10.52 -5.96 - 5.18 -4.62 H <30 1 7.94 1 -3.03 1 -3.17 -2.59 1 10.52 -5.96 -5.18 4.62 H <40 8.62 -3.29 -3.44 -2.81 11.42 -5.96 -5.62 -5.02 1311-1 H <15 H <20 H <25 H <30 H<40 Zone 1, p =p1¢p4 10.53 10.53 10.53 10.53 11.43 Zone 1 E, p =p1 E¢p4E 15.14 15.14 15.14 5.1 16.44 Zone 2, p =p2¢p3 0.05 0.05 0.05 5 0.06 Zone 2E, p= p2E¢p3E -0.30 -0.30 -0.30 -0.30 -0.33 0 A � Uplift, Zone 2 -13.08 -13.08 -13.08 -13.08 -14.20 Uplift, Zone 2E -17.63 -17.63 -17.63 -17.63 -19.14 4 Building Length L = 70 ft Building Width W = 53 ft Building Height H = 27 ft the less of 10% L or W = 5.3 ft 0.4H = 10.8 ft Edge Distance a = 5.3 ft a min = 4 %LorW= 2.1 ft a min = 3.0 ft Use a = 5.3 ft 2a = 10.6 ft 5 Check min. Load Case 16.0 psf Zone A= 16.0 psf Zone B= 16.0 psf Zone C= 16.0 psf Zone D= 16.0 psf r m_ 3 m 2 � V z_ FEE] BACK WALL - - I� I� - - _ - - - - - - - II II II I II a w II uj o J II II II II II II �I FRONT WALL WIDTH 0. . PROGRAM KEY shear walls are not for this project. ROOF Front - Back Wall Line Length (ft) Heigh (ft) Wt (psf) g A 20 YC 8 rc 15 X 0.183 B 20 8 15 0.183 C 10 8 15 0.183 Diaph<# 1 ty loxao Self Load 439 439 220 Redundancy Coefficient p 4 Diaph Diaph Diaph Left Wall Right Wall Depth (ft) Width (ft) Wt (psf) 9 D. Force A B 20 A 10 W, 20 A 0.183 C 2y y �) '' h (ft) 2L/h S. Ht (ft) S. Wt (psf) W. Ht (ft) W. Press (pst) S.For . Force Front Wall 4 15 8 17.36 5 694 Back Wall 4 15 8 17.36 55 694 No 115;j6yGM(tR �Oc�YI Diaph.* 2 8 1.3 Yes Pox '-L' W4,,L1- Total: 19 Diaph Diaph Diaph left Wall Right Wall Depth (ft) Width (ft) Wt (psf) 9 D. Force B C 10 10 20 0.183 183 S. Ht (ft) S. Wt (psf) W. Ht (ft) W. Press (psf) S. Force W. Force Front Wall 4 15 8 17.36 55 694 Back ..... Wall ................ 15 .. .............. 8 1 1117.,�3,, 1yy �5S 694 1 hY . -..�!7 36 , .�s:.1..: ..... Redundancy Coefficient p Condition a & b arels met. Code requires only one of the two conditions needs to be met USE: p= 1.000 ................................................................................................. ............................... + 6ti -t 5r = ,V6 Wall.-Line A Self load = Diaph Load = F &B Wind Load = clop/ on td tAr1 Wall Line B Self Load = Diaph Load F&B Wind Load = Wpll Llne C Apply 439 439 476 476 694 694 694 bNF- Apply Height (ft) = 4 Apply Height (ft) = 8 Reduction 6 Shear Wall Length = # of bays Shear Wall Length = of story Wall Line L (ft) h (ft) 2L/h IVL >t strength A 6 8 1.5 Yes 0.316 <0.33 B 8 8 2.0 No C 5 8 1.3 Yes 0.263 <0.33 Total: 19 4.8 bays >= 4 bays Removal of wall for h/L >1 Condition b is OK Condition a is OK Condition a & b arels met. Code requires only one of the two conditions needs to be met USE: p= 1.000 ................................................................................................. ............................... + 6ti -t 5r = ,V6 Wall.-Line A Self load = Diaph Load = F &B Wind Load = clop/ on td tAr1 Wall Line B Self Load = Diaph Load F&B Wind Load = Wpll Llne C Apply 439 439 476 476 694 694 694 bNF- Apply Height (ft) = 4 Apply Height (ft) = 8 Apply Height (ft) = 6 Shear Wall Length = 6 (OVER ALL) Shear Wall Length = 6 (NET) Shear Wall Wt (psf) = 15 Resisting Load (plf) = 10 Shear = 153 P1 Uplift = 748 HTT22 For dead load resisting moment, factor of (0.6-0.14Sds)D for seismic and 0.6D for wind are built -in the program Outputs are the critical value of seismic or wind seismic and wind loads are compared in each wall line Apply 439 439 769 769 1389 1389 1389 IS OMITTED HERE Apply Height (ft) _ Apply Height (ft) _ Apply Height (ft) _ Shear Wall Length = Shear Wall Length = Shear Wall Wt (psf) = Resisting Load (plf) = Shear = Uplift = 4 8 8 8 (OVER ALL) 8 (NET) 15 10 174 Pi 1042 HTT22 I 3 �l P71 NO ROOF t-- -2) 1 (3i -_ i,-�k A YA Po "moo b "® ® toov C� )(-�)° :w.4, Lx6r, Cc -to Y% A p IRH l� Diaph # 1 ROOF Diaph Diaph Front - Back h/L >1 Left Wall Wall Line Length (ft) Heigh (ft) Wt (psf) g Self Load A 26 9.5 15 0.239 885 C 8 9.5 15 0.239 272 D 40 9.5 15 0.239 1362 E2 25 9.5 15 0.239 851 Diaph # 1 L (ft) Diaph Diaph Diaph h/L >1 Left Wall Right Wall Diaph Diaph Diaph D. Force Left Wall Right Wall Depth (ft) Width (ft) Wt (psf) g D. Force A D 40 27 25 0.239 3227 Front Wall S. Ht (ft) S. Wt (psf) W. Ht (ft) W. Press (psf) S. Force W. Force Front Wall 4.75 15 9 16 230 1944 Back Wall 4.75 15 9 16 230 1944 Diaph #.2 Diaph .# 3 L (ft) Diaph Diaph Diaph h/L >1 Left Wall Right Wall Depth (ft) Width (ft) Wt (psf) g D. Force C D 13 14 25 0.239 544 1.3 S. Ht (ft) S. Wt (psf) W. Ht (ft) W. Press (psf) S.Force W. Force Front Wall 4.75 15 9 16 119 1008 Back Wall 0 0 0 0 0 0 Diaph .# 3 Redundancy Coefficient p Wall Line L (ft) Diaph Diaph Diaph h/L >1 Left Wall Right Wall Depth (ft) Width (ft) Wt (psf) g D. Force D E2 27 16 25 0.239 1291 1.3 S. Ht (ft) S. Wt (psf) W. Ht (ft) W. Press (psf) S. Force W. Force Front Wall 4.75 15 9 16 136 1152 Back Wall ................................................................. 4.75 15 9 16 ............................... 136 1152 <... _............................, Redundancy Coefficient p Wall Line L (ft) h (ft) # of bays 2Uh h/L >1 Reduction of story strength A 16 10 3.4 No C 6 10 1.3 Yes 0.120 <0.33 D 21 10 4.4 No E2 7 10 1.5 Yes 0.140 <0.33 Total: 50 10.5 bays- 4 bays Removal of wall for h/L >1 Condition b is OK Condition a is OK Condition a & b aretiis met. Code requires only one of the two conditions needs to be met USE: p= 1.300 ................................................. ............................... . ..... v........ ...... ves�...... Wall.Line A Self Load = Diaph Load = F &B Wind Load = Wall.Line C Self Load = Diaph Load = F &B Wind Load = WaII Line , :D' Self Load Diaph Load = F &B Wind Load = 885 3686 1944 1944 Apply 1151 Apply Height (ft) _ 4792 Apply Height (ft) _ 1944 Apply Height (ft) _ Shear Wall Length = Shear Wall Length = Shear Wall Wt (psf) _ Resisting Load (plf) _ Shear Uplift = Apply 272 354 Apply Height (ft) _ 663 862 Apply Height (ft) _ 1008 0 1008 Apply Height (ft) _ Shear Wall Length = Shear Wall Length = Shear Wall Wt (psf) _ Resisting Load (plf) _ Shear = Uplift = 1362 5912 4104 Panel # 1 2 Length (ft) 8.5 9.5 Apply 836 Apply Height (ft) _ 3629 Apply Height (ft) _ 3096 1938 Apply Height (ft) _ Shear Wall Length = Shear Wall Length = Shear Wall Wt (psf) _ Resisting Load (pM _ Shear = Uplift = Wall Line E2 Apply Self Load 851 1107 Apply Height (ft) _ Diaph Load = 1563 2032 Apply Height (ft) _ F &B Wind Load = 1152 1152 1152 Apply Height (ft) _ Shear Wall Length = Shear Wall Length = Shear Wall Wt (psf) _ Resisting Load (plf) _ Shear = Uplift = 4.75 9.5 9.5 16 (OVERALL) 16 (NET) 15 10 371 P3 2727 MSTC52 4.75 9.5 9.5 6 (OVERALL) 6 (NET) 15 10 203 P1 1472 MSTC52 4.75 9.5 9.5 8.5 (OVERALL) 8.5 (NET) 15 10 525 P4 4279 MSTC66 4.75 9.5 9.5 10.5 (OVERALL) 10.5 (NET) 15 10 299 P2 2037 MSTC52 14- �t-oo R,- Ll �, b c W I O� Diaph* 1 FLOOR Diaph Diaph Front - Back Left Wall Wall Line Length (ft) Heigh (ft) Wt (psf) g Self Load A 27 10 15 0.172 697 B 26 11 15 0.172 736 C 14 11 15 0.172 397 D 44 10 15 0.114 752 E1 18 11.5 15 0.172 534 F 4 10 15 0.172 103 G 37 10 15 0.172 955 Diaph* 1 Dieph: #:2 Diaph Diaph Diaph Left Wall Right Wall Depth (ft) Width (ft) Wt (psf) g D. Force A D 28 30 25 0.172 1806 S. Ht (ft) S. Wt (psf) W. Ht (ft) W. Press (psf) S. Force W. Force Front Wall 11 15 11 16 426 2640 Back Well 11 15 11 16 426 2640 Dieph: #:2 Dtaph:# 3 Diaph Diaph Diaph Left Wall Right Wall Depth (ft) Width (ft) Wt (psf) g D. Force D E1 32 15 25 0.172 1032 S. Ht (ft) S. Wt (psf) W. Ht (ft) W. Press (psf) S. Force W. Force Front Wall 0 0 0 0 0 0 Back Wall 5.75 15 9 16 111 1080 Dtaph:# 3 DiaphI,4 Diaph Diaph Diaph Left Wall Right Wall Depth (ft) Width (ft) Wt (psf) g D. Force E1 F 15 9 25 0.172 290 S. Ht (ft) S. Wt (psf) W. Ht (ft) W. Press (psf) S.Force W. Force Front Wall 0 0 4 16 0 288 Back Wall 0 0 4 16 0 288 DiaphI,4 Diaph #,5 Diaph Diaph Diaph Left Wall Right Wall Depth (ft) Width (ft) Wt (psf) g D. Force B C 30 20 25 0.172 1290 S. Ht (ft) S. Wt (psf) W. Ht (ft) W. Press (psf) S.Force W. Force Front Wall 5.5 15 9 16 142 1440 Back Wall 5.5 15 9 16 142 1440 Diaph #,5 Diaph,#,,§ Diaph Diaph Diaph Left Wall Right Wall Depth (ft) Width (ft) Wt (psl) g D. Force C D 34 14 25 0.172 1023 S. Ht (ft) S. Wt (psf) W. Ht (ft) W. Press (psf) S.Force W. Force Front Wall 11 15 11 16 199 1232 Back Wall 0 0 0 0 0 0 Diaph,#,,§ Diaph Diaph Diaph Left Wall Right Wall Depth (ft) Width (ft) Wt (psf) g D. Force D G 39 22 25 0.172 1845 S. Ht (ft) S. Wt (psl) W. Ht (ft) W. Press (psl) S.Force W. Force Front Wall 11 15 11 16 312 1936 Back Wall 5.5 15 10 16 156 1760 �j Redundancy Coefficient p Condition a& b are/is met. Code requires only one of the two conditions needs to be met USE: p= 1.300 Wall Une A :. Apply Reduction 697 440 Apply Height (ft) = # of bays Diaph Load = of story Wall Line L (ft) h (ft) 21Jh h/L >1 strength A 9 10 1.8 Yes 0.112 <0.33 B 6 11 1.1 Yes 0.075 <0.33 C 6.5 11 1.2 Yes 0.081 <0.33 D 32 10 6.4 No 2 E1 10.5 12 1.8 Yes 0.130 <0.33 F 1 10 0.2 Yes 0.012 <0.33 G 15.5 10 3.1 No Total: 81 480 15.6 bays >= 4 bays 5.5 Removal of wall for h/L> 1 1574 1023 Apply Height (ft) = Condition b is OK F &B Wind Load = Condition a is OK Condition a& b are/is met. Code requires only one of the two conditions needs to be met USE: p= 1.300 Wall Une A :. Apply Self Load = 697 440 Apply Height (ft) = 5 Diaph Load = 2657 4565 Apply Height (ft) = 10 F &B Wind Load = 2488 2488 2098 Apply Height (ft) = 10 a Shear Wall Length = 8.5 (OVER ALL) Upper Diaph Load = 4572 Shear Wall Length = 8.5 (NET) Upper Wind Load = 1832 1832 Shear Wall Wt (psi) = 15 Resisting Load (plf) = 10 Panel# 1 2 Shear = 589 P4 Length (ft) 8.5 9 Uplift = HDU8 p xr5373 • 4643, �% z- // ,97 Apply Self Load = 738 480 Apply Height (ft) = 5.5 Diaph Load = 1574 1023 Apply Height (ft) = 11 F &B Wind Load = 1357 1357 679 Apply Height (ft) = 11 Shear Wall Length = 3 (OVER ALL) Shear Wall Length = 3 (NET) Shear Wall Wt (pst) = 15 Resisting Load (plf) = 10 Panel # 1 2 Shear = 501 P4 Length (ft) 3 3 Uplift = 4531 HTT5 WeliC =:' ., Apply Self Load 397 160 Apply Height (ft) = 5.5 Diaph Load = 2796 1501 Apply Height (ft) - 11 F &B Wind Load = 2518 1357 1074 Apply Height (ft) = 11 4 Shear Wall Length = 6 (OVER ALL) Upper Diaph Load = 935 Shear Wall Length = 3.25 (NET) Upper Wind Load = 950 0 Shear Wall Wt (psf) = 15 Resisting Load (plf) = 10 Panel # 1 2 Shear = 511 P4 Length (ft) 4 6.5 Uplift 2701 HTTS c� Wall Line D +1/2 line E2 abv Apply Self Load 752 367 Apply Height (ft) = 5 Diaph Load = 7336 7711 Apply Height (ft) = 10 A' F &B Wind Load = 5474 5165 3707 Apply Height (ft) = 10 + Upper Diaph Load = 8482 Shear Wall Length = Shear Wall Length = 12 (OVER ALL) 12 (NET) lv + Upper Wind Load = 4411 3461 Shear Wall Wt (psf) = 15 r3 Resisting Load (plf) = 10 Panel # 1 2 Shear = 673 P8 14- Length (ft) 12 20 Uplift = 6217 HDU8 qaj 5; Wall Linea E1 + line F Apply Self Load 534 694 Apply Height (ft) = 5.75 Diaph Load = 1434 2375 Apply Height (ft) = 11.5 F &B Wind Load = 271 1289 1561 Apply Height (ft) = 11.5 + Shear Wall Length = 10.5 (OVER ALL) Upper Diaph Load = 393 Shear Wall Length = 10.5 (NET) Upper Wind Load = 271 271 Shear Wall Wt (psf) = 15 Resisting Load (pff) = 10 Shear = 292 P2 Uplift 2620 HTT5 i Wall Line F Apply Self Load 103 134 Diaph Load = 290 377 F &B Wind Load = 271 271 271 Add to line E1 Wall Line G +1/2 line E2 Apply Self Load 955 480 Apply Height (ft) = 5 Diaph Load = 2313 1771 Apply Height (ft) = 10 F &B Wind Load = 1825 1659 916 Apply Height (ft) = 10 + Shear Wall Length = 6 (OVER ALL) Upper Diaph Load = 1207 Shear Wall Length = 6 (NET) Upper Wind Load = 543 543 Shear Wall Wt (psf) = 15 Resisting Load (plf) = 10 Panel # 1 2 Shear = 375 P3 Length (ft) 6 9.5 Uplift = 3172 HTT5 rut � - R, 2 I 5 m F] Diaph `# 1 ROOF Diaph Diaph Left - Right h/L >1 Back Wall Wall Line Length (ft) Heigh (ft) Wt (psf) g Self Load 1 25 9.5 15 0.239 851 2 21 9.5 15 0.239 715 3 18 9.5 15 0.239 613 5 14 9.5 15 0.239 477 6 13 9.5 15 0.239 443 Diaph `# 1 Diaph lt,2 L (ft) Diaph Diaph Diaph h/L >1 Back Wall Front Wall Depth (ft) Width (ft) Wt (psf) g D. Force 1 2 27 20 25 0.239 1613 2.1 S. Ht (ft) S. Wt (psf) W. Ht (ft) W. Press (psf) S. Force W. Force Left Wall 4.75 15 8 16 170 1280 Right Wall 4.75 15 8 16 170 1280 Diaph lt,2 Diaph: #,:3 L (ft) Diaph Diaph Diaph h/L >1 Back Wall Front Wall Depth (ft) Width (ft) Wt (psf) g D. Force 2 3 22 15 25 0.239 986 2.1 S. Ht (ft) S. Wt (psf) W. Ht (ft) W. Press (psf) S.Force W. Force Left Wall 4.75 15 8 16 128 960 Right Wall 4.75 15 8 16 128 960 Diaph: #,:3 Diaph # 4 L (ft) Diaph Diaph Diaph h/L >1 Back Wall Front Wall Depth (ft) Width (ft) Wt (psf) g D. Force 3 5 27 17 25 0.239 1371 2.1 S. Ht (ft) S. Wt (psf) W. Ht (ft) W. Press (psf) S. Force W. Force Left Wall 4.75 15 8 16 145 1088 Right Wall 4.75 15 8 16 145 1088 Diaph # 4 Redundancy Coefficient p Wall Line L (ft) Diaph Diaph Diaph h/L >1 Back Wall Front Wall Depth (ft) Width (ft) Wt (psf) g D. Force 5 6 15 10 25 0.239 448 2.1 S. Ht (ft) S. Wt (psf) W. Ht (ft) W. Press (psf) S.Forae W. Force Left Wall 4.75 15 8 16 85 640 Right Wall 4.75 15 8 16 85 640 Redundancy Coefficient p Wall Line L (ft) h (ft) # of bays 2L/h h/L >1 Reduction of story strength 1 9.5 10 2.0 No 2 10 10 2.1 No 3 14 10 2.9 No 5 7 10 1.5 Yes 0.147 <0.33 6 7 10 1.5 Yes 0.147 <0.33 Total: 48 10.0 bays >= 4 bays Removal of wall for h/L >1 Condition b is OK Condition a is OK Condition a& b arehs met. Code requires only one of the two conditions needs to be met USE: p= 1.300 ....... e. ee ..... ...... ........... ..... ....... r. ........ ... ............................ .ew..ev.n.vevan.eeeeoa Self Load = 851 Diaph Load = 1954 L &R Wind Load = 1206 1206 Panel # 1 2 Length (ft) 4 5.5 Apply Apply 466 Apply Height (ft) = 4.75 1069 Apply Height (ft) = 9.5 508 Apply Height (ft) = 9.5 Shear Wall Length = 4 (OVERALL) Shear Wall Length = 4 (NET) Shear Wall Wt (psf) = 15 Resisting Load (plf) = 10 Shear = 384 P3 Uplift = 2978 MSTC52 Wall =Line 2:. Apply Apply Self Load = 715 465 Apply Height (ft) = 4.75 Diaph Load = 3195 2077 Apply Height (ft) = 9.5 L &R Wind Load = 2111 2111 1056 Apply Height (ft) = 9.5 1930 1930 1930 Shear Wall Length = 5 (OVERALL) Shear Wall Length = 5 (NET) 14 (OVERALL) Shear Wall Wt (psf) = 15 Shear Wall Length = 14 (NET) Resisting Load (pit) = 10 Panel # 1 2 Shear = 508 P4 Length (ft) 5 5 Uplift = 4244 MSTC66 Wall Line 6_... Apply Apply Self Load Self Load 613 797 Apply Height (ft) = 4.75 Diaph Load = 2902 3773 Apply Height (ft) = 9.5 L &R Wind Load = 1930 1930 1930 Apply Height (ft) = 9.5 Shear Wall Length = Shear Wall Length = 14 (OVERALL) Shear Wall Wt (psf) = 15 Shear Wall Length = 14 (NET) Resisting Load (pll) = 10 Panel# 1 Shear Wall Wt (pso = 15 345 P2 Length (ft) 2 2 Resisting Load (plf) = 10 Shear = 326 P2 Uplift = 2428 MSTC52 Wall Lute ";'? r 5; Apply Self Load 477 191 Apply Height (ft) = 4.75 Diaph Load = 2279 912 Apply Height (ft) = 9.5 L &R Wind Load = 1629 1629 501 Apply Height (ft) = 9.5 Shear Wall Length = 2 (OVER ALL) Shear Wall Length = 2 (NET) Shear Wall Wt (psf) = 15 Resisting Load (plo = 10 Panel# 1 2 Shear = 551 P4 Length (ft) 3.5 3 Uplift 4726 MSTC66 Wall Line 6_... Apply Self Load 443 576 Apply Height (ft) = 4.75 Diaph Load = 618 804 Apply Height (ft) = 9.5 L &R Wind Load = 603 603 603 Apply Height (ft) = 9.5 Shear Wall Length = 4 (OVER ALL) Shear Wall Length = 4 (NET) Shear Wall Wt (psf) = 15 Resisting Load (pll) = 10 Panel# 1 2 Shear = 345 P2 Length (ft) 2 2 Uplift 2478 MSTC52 ►ir 1 r' I\ 11 DiapR'# 1 FLOOR Diaph Left - Right Back Wall Front Wall Depth (ft) Width (ft) Wall Line Length (ft) Heigh (ft) Wt (psf) g Self Load 1 30 10 15 0.172 774 2 34 10 15 0.172 877 3 24 10 15 0.172 619 4 20 11 15 0.172 568 5 27 10 10 0.172 464 7 18 10 15 0.172 464 8 21 11 15 0.172 596 DiapR'# 1 Diaph #12.' Diaph Diaph Diaph Diaph Back Wall Front Wall Depth (ft) Width (ft) Wt (psf g D. Force 1 2 31 18 20 0.114 636 S. Ht (ft) S. Wt (psi) W. Ht (ft) W. Press (psf) S.Force W. Force Left Wall 11 15 11 16 169 1584 Right Wall 11 15 11 16 169 1584 Diaph #12.' Diaph:# 3 Diaph Diaph Diaph Diaph Back Wall Front Wall Depth (ft) Width (ft) Wt (psf) 9 D. Force 1 2 24 15 20 0.172 619 S. Ht (ft) S. Wt (psf) W. Ht (ft) W. Press (psf) S.Force W. Force Left Wall 0 0 0 0 0 0 Right Wall 0 0 4 16 0 480 Diaph:# 3 Diaph, # 4 Diaph Diaph Diaph Back Wall Front Wall Depth (ft) Width (ft) Wt (psf) g D. Force 2 3 16 13 20 0.114 237 S. Ht (ft) S. Wt (psf) W. Ht (ft) W. Press (psf) S.Force W. Force Left Wall 11 15 11 16 122 1144 Right Wall 0 0 0 0 0 0 Diaph, # 4 Diaph: #.5, Diaph Diaph Diaph Back Wall Front Wall Depth (ft) Width (ft) Wt (psf) g D. Force 2 3 20 18 20 0.172 619 S. Ht (ft) S. Wt (psf) W. Ht (ft) W. Press (psf) S. Force W. Force Left Wall 0 0 0 0 0 0 Right Wall 5.75 15 9 16 134 1296 Diaph: #.5, Diaph,# 6 Diaph Diaph Diaph Back Wall Front Wall Depth (ft) Width (ft) Wt (psf) g D. Force 3 5 31 16 20 0.114 565 S. Ht (ft) S. Wt (psf) W. Ht (ft) W. Press (psf) S.Force W. Force Left Wall 11 15 11 16 150 1408 Right Wall 11 15 11 16 150 1408 Diaph,# 6 Diaph Diaph Diaph Back Wall Front Wall Depth (ft) Width (ft) Wt (psf) g D. Force 4 8 20 29 20 0.172 998 S. Ht (ft) S. Wt (psi) W. Ht (ft) W. Press (psf) S.Force W. Force Left Wall 5.5 15 9 16 206 2088 Right Wall 5.5 15 9 16 206 2088 Diaph #;7 Redundancy Coefficient p Diaph Diaph Diaph Back Wall Front Wall Depth (ft) Width (ft) Wt (psf) g D. Force 5 7 31 22 20 0.172 1173 2L/h S. Ht (ft) S. Wt (psf) W. Ht (ft) W. Press (psf) S. Force W. Force Left Wall 5 15 7.5 16 142 1320 Right Wall 5 15 7.5 16 142 1320 Redundancy Coefficient p Total: 61 11.9 bays >= 4 bays Removal of wall for h/L> 1 Condition b is OK Condition a is OK Condition a& b are/is met. Code requires only one of the two conditions needs to be met USE: p- 1.300 Wall Line 1 Apply Reduction 774 186 Apply Height (ft) = # of bays Diaph Load = of story Wall Line L (ft) h (ft) 2L/h h/L >1 strength 1 13.5 10 2.7 No Shear Wall Length = 2 17 10 3.4 No 2.5 (NET) 3 1 10 0.2 Yes 0.017 <0.33 4 8 11 1.5 Yes 0.132 <0.33 5 15 10 3.0 No 8 7 5 10 1.0 Yes 0.083 <0.33 8 1 11 0.2 Yes 0.017 <0.33 Total: 61 11.9 bays >= 4 bays Removal of wall for h/L> 1 Condition b is OK Condition a is OK Condition a& b are/is met. Code requires only one of the two conditions needs to be met USE: p- 1.300 Wall Line 1 Apply Self Load = 774 186 Apply Height (ft) = 5 Diaph Load = 1594 1059 Apply Height (ft) = 10 L &R Wind Load = 1584 2064 619 Apply Height (ft) = 10 + Shear Wall Length = 2.5 (OVER ALL) Upper Diaph Load = 2805 Shear Wall Length = 2.5 (NET) Upper Wind Load = 1280 1280 Shear Wall Wt (psf) = 15 Resisting Load (plf) = 10 Panel # 1 2 3 Shear = 498 P4 Length (ft) 2.5 3 8 Uplift 4533 HTTS Wall,,Line 2 Apply Self Load = 877 302 Apply Height (fl) = 5 Diaph Load = 2706 2277 Apply Height (fl) = 10 L &R Wind Load = 2728 3360 1482 Apply Height (fl) = 10 + Shear Wall Length = 4.5 (OVERALL) Upper Diaph Load = 3910 Shear Wall Length = 4.5 (NET) Upper Wind Load = 2240 2240 Shear Wall Wt (psf) = 15 Resisting Load (plf) = 10 Panel # 1 2 Shear = 573 P4 Length (ft) 12.5 Uplift = 5259 HDUS -To5 Wall :Line;. 3 Apply Self Load 619 805 Apply Height (ft) = 5 Diaph Load = 1979 7142 Apply Height (ft) = 10 L &R Wind Load = 2552 2704 4752 Apply Height (ft) = 10 + Shear Wall Length = 8 (OVER ALL) Upper Diaph Load = 3515 Shear Wall Length = 8 (NET) Upper Wind Load = 2048 2048 Shear Wall Wt (psf) = 15 Ar>l 4,iI IF- � Resisting Load (plf) = Shear = 10 993 PQ Uplift = 9189 HDU11 4 �,S WaIIAJ e 4 Apply Self Load 568 325 Apply Height (ft) = 5.5 Diaph Load = 1409 806 Apply Height (ft) = 11 L &R Wind Load = 1968 1968 866 Apply Height (ft) = 11 Shear Wall Length = 5.5 (OVER ALL) Shear Wall Length = 5.5 (NET) Shear Wall Wt (psO = 15 Resisting Load (plf) = 10 Panel # 1 2 Shear = 206 P1 Length (ft) 5.5 7 Uplift 1755 HITS Wall Une 1 5 +1/2 line 6 Apply Self Load 464 604 Apply Height (ft) = 5 Diaph Load - 2323 7293 Apply Height (ft) = 10 L &R Wind Load = 2571 2571 4501 Apply Height (ft) = 10 o Shear Wall Length = 15 (OVERALL) Upper Diaph Load = 3287 Shear Wall Length = 15 (NET) Upper Wind Load = 1930 1930 Shear Wall Wt (ps1) = 10 Resisting Load (pit) = 10 Shear = 526 P4 Uplift 4752 HTTS 7 + 1/2 line 6 Apply Diaph Load = 1457 2584 3187 L &R Wind Load = 1244 1244 1546 l > Upper Diaph Load = 531 ®Fq �1' Upper Wind Load = 302 302 I� ) (� I WO +1/2 line 6 Apply Self Load 596 387 Apply Height (ft) = 5.5 Diaph Load = 1409 916 Apply Height (ft) = 11 L &R Wind Load = 1968 1968 984 Apply Height (ft) - 11 Shear Wall Length = 3.5 (OVER ALL) Shear Wall Length = 3.5 (NET) Shear Wall Wt (psf) = 15 Resisting Load (plf) = 10 Panel# 1 2 Shear = 372 P3 Length (ft) 3.5 3.5 Uplift = 3372 HTTS 16i fW(firt �wA _ ?/11 = a6�,G (IAA oy- l 7 kcr7 � Lf -7 � �1 t,- / -7-7 Rafter 2 x 8 @ 24 "o.c.MAX SPAN 13' W = (34psf)(2) = 68plf W = 68 plf Projected Length (ft) = 12 13 Beam with uniform load 1.5 R2 = 408 lb Length (ft) = 13 M = 1884 Width (in) = 1.5 R = 442 lb Depth (in) = 7.25 M = 1437 lb -ft Uniform load (plf) = 68 fb = 913 psi Duration factor = 1.4375 fv = 38 psi E ( x1,000,000 in ^4) = 1.6 Defl = 0.57 in U 272 Ceiling jst 2 x 8 @ 16 "o.c.max. span 18' W = (17psf)(1.33) = 23plf W = 23 plf Projected Length (ft) = 12 18 Beam with uniform load 1.5 R2 = 408 lb Length (ft) = 18 M = 1884 Width (in) = 1.5 R = 207 Ib Depth (in) = 7.25 M = 932 lb-ft Uniform load (plf) = 23 fb = 851 psi Duration factor = 1 fv = 27 psi E ( x1,000,000 in ^4) = 1.6 Defl = 0.71 in L/ 303 Ceiling jst 2 x 6 @16 "o.c.max. span 14' W = (17psf)(1.33) = 23plf W= 23 plf Projected Length (ft) = 12 14 Beam with uniform load 1.5 R2 = 408 lb Length (ft) = 14 M = 1884 Width (in) = 1.5 R = 161 lb Depth (in) = 5.5 M = 564 lb-ft Uniform load (plf) = 23 fb = 894 psi Duration factor = 1 fv = 27 psi E ( 0,000,000 in ^4) = 1.6 Defl = 0.60 in L/ 281 Hip 2 x 10 Max 12' projected length Projected Length (ft) = 12 R1 = 816 lb Width (in) = 1.5 R2 = 408 lb Depth (in) = 9.25 M = 1884 Uniform load (plf) = 34 fb = 846 psi Duration factor = 1.25 fv = 71 psi E ( x1,000,000 in ^4) = 1.6 Defl = 0.30 in U 478 Hip (2)2 x 10 Max 15' projected length 2499 lb Width (in) = 3.5 Projected Length (ft) = 15 R1 = 1275 lb Width (in) = 3 R2 = 637 lb Depth (in) = 9.25 M = 3681 Uniform load (plf) = 34 fb = 826 psi Duration factor = 1.25 tv = 55 psi E ( x1,000,000 in ^4) = 1.6 Defl = 0.46 in Li 392 Hip 1 314 x 117/8 LVL or PSL. Max 18' projected length 2499 lb Width (in) = 3.5 Projected Length (ft) = 18 R1 = 1836 lb Width (in) = 1.75 R2 = 918 lb Depth (in) = 11.875 M = 6360 Uniform load (plf) = 34 fb = 1484 psi Duration factor = 1.25 fv = 106 psi E ( x1,000,000 in ^4) = 1.9 Defl = 0.78 in LI 277 Hip 31/2 x 11 7/8 LVL or PSL. Max 21' projected length Projected Length (ft) = 21 R1 = 2499 lb Width (in) = 3.5 R2 = 1249 lb Depth (in) = 11.875 M = 10099 Uniform load (plf) = 34 fb = 1179 psi Duration factor = 1.25 fv = 72 psi E ( x1,000,000 in ^4) = 1.9 Defl = 0.84 in Li 299 m1w, MI BEAM CALCULATIONS CB 4 x 10 2 L 2408 lb P = (34psf)( 10x10)(1/3) +(34psf)(16 12)(6/2) +(34psf)(18 /2)(312) =2408# 10 Ra Rb Beam with concentrate load Length (ft) = 10 Width (in) = 3.5 Ra = 1926 lb Depth (in) = 9.25 Rb = 482 lb Concentrate load (lb) = 2408 M = 3853 lb-ft Located from left end (ft) = 2 fb = 741 psi Duration factor = 1.25 fv = 71 psi Modulus of elasticity(10^6 in ^4)= 1.6 Defl = 0.12 in L/ 961 CB 1 3 x 12 P = 482 W = (16psf)(1212) =96p1f 5.5 W= 96 P =482# cb 13.5 Beam with uniform load & one point load Length (ft) = 13.5 Width (in) = 3 R1 = 934 lb Depth (in) = 11.25 P2= 844 LB Uniform load (plf) = 96 M = 3642 lb-ft Concentrate load (lb) = 482 V = 844 lb Located from left end (ft) = 5.5 fb = 691 psi Duration factor = 1 fv = 37 psi E ( x1,000,000 in ^4) = 1.6 Defl = 0.197 in L/ 821 • 4499999999949999499999999944!! 44 l44l44f94949ldltr!!d!!!!!9!!99ld 1914f4tr!!f!!!!!!M!!4dltr44d ! l44dltr4d44l4dtr444trdddd! cs 2 6 x 12 P2 = (34psf)(18/2)(5.5/2) =841# P2 =1926# cb W = (6psf)(10 /2) =30plf Width (in) = Depth (in) = L (ft) = Duration factor = E (10 "6 in ^4)= P1 (lb) = P2 (lb) = P3 (lb) = W1 (plf) = W2 (plf) = W3 (plf) = W4 (plf) = Ra = Rib = fb = fv = DO = 5.5 11.5 13.5 1 1.6 841 1926 0 30 0 0 0 2029 # 1143 # 800 psi 48 psi 0.202 in P1 P2 P3 w1 w2 w3 w4 L= 13.5 Ra Rb Located 2.5 ft from left Located 5.5 ft from left Located 0 ft from left from 0 ft, extend from 0 ft, extend from 0 ft, extend from 0 ft, extend U 801 13.5 0 0 0 ft ft ft ft 30, ... .... ............................... ............ ..................................................... ............................... CB 2a 4 x 10 10 L 1054 lb P =(34psf)(8/2+6/2)(6/2)+(34psf)(1 0/2)(4/2)= 1054# 12.5 Re Rb Beam with concentrate toad Length (ft) = 12.5 Width (in) = 3.5 Re = 211 lb Depth (in) = 9.25 Rb = 843 lb Concentrate load (lb) = 1054 M = 2108 lb-ft Located from left end (ft) = 10 fb = 507 psi Duration factor = 1 fv = 39 psi Modulus of elasticity(10^6 in A4)= 1.6 Deft = 0.12 in L/ 1291 .................................................................................... ............................... CB 3 P1 P2 P3 4 x 12 w1 w2 w3 w4 L= 15 Re Rb P1 =1143# cb2 P2 =844# cb1 Width (in) _ Depth (in) _ L (ft) = Duration factor = E (10 ^6 in ^4)= P1 (lb) = P2 (lb) = P3 (lb) = W 1 (plf) = W2 (plf) = W3 (plf) = W4 (plf) = Re = Rb = fb = fv = Defl = 3.5 11.25 15 1 1.6 1143 Located 844 Located 0 Located 0 from 0 from 0 from 0 from 1093 # 894 # 443 psi 42 psi 0.175 in U 1029 2.5 12.5 0 0 0 0 0 ft from left ft from left ft from left ft, extend ft, extend ft, extend ft, extend 0 0 0 0 ft ft ft ft 32�- CB 4 3 1/2 x 11 7/8 PSL W = (40psf)(6/2 +1)= 160plf W = 160 plf CB 5 4 x 12 f 18 ti Beam with uniform load W =(40psf)(6/2+1)= 1 60pif W = Length (ft) = 18 Ra = 921 lb Width (ft) = 3.5 R = 1440 lb Depth (ft) = 11.875 M = 6480 lb-ft Uniform load (plf) = 160 fb = 945 psi Duration factor = 1 fv = 46 psi E ( x1,000,000 in A4) = 2 Defl = 0.39 in U 558 CB 5 4 x 12 Length (ft) = W =(40psf)(6/2+1)= 1 60pif W = 160 plf 3.5 Ra = 921 lb 14.5 Beam with uniform load Rb = 518 lb Concentrate load (lb) = 1439 M = Length (ft) = 14.5 4.5 fb = Width (ft) = 3.5 R = 1160 Ib Depth (ft) = 11.25 M = 4205 Ib -ft Uniform load (plf) = 160 fb = 683 psi Duration factor = 1 fv = 38 psi E ( x1,000,000 in ^4) = 1.6 Defl = 0.24 in U 727 CB 6 4 x 12 4.5 L 1439 lb P = (34psf)(14 /2)(6/2) +(34psf)(8x8)(1 /3) =1439# 12.5 Ra Rb Beam with concentrate load Length (ft) = 12.5 Width (in) = 3.5 Ra = 921 lb Depth (in) = 11.25 Rb = 518 lb Concentrate load (lb) = 1439 M = 4144 Ib -ft Located from left end (ft) = 4.5 fb = 674 psi Duration factor = 1 fv = 35 psi Modulus of elasticity(10"6 in ^4)= 1.6 Defl = 0.14 in U 1102 W CB 4 x 12 6.25 L 1824 lb P = (34pso (12/2)(7/2) +(34pso(7x7)(2 /3) =1824# 12.5 RaiRb Beam with concentrate load Length (ft) = 12.5 Width (in) = 3.5 Ra = 912 lb Depth (in) = 11.25 Rb = 912 lb Concentrate load (Ib) = 1824 M = 5700 Ib -ft Located from left end (ft) = 6.25 fb = 926 psi Duration factor = 1 fir = 35 psi Modulus of elasticity(10116 in "4)= 1.6 Deft = 0.19 in U 777 I— I I I I I I I I I I I I � I I I �I I �I I I I I I I I L J 0 4490 I I I I I, I I I� II I 0 P to Ridge 3.125 x 12 GLB Width (in) = W = (40psf)(1812)= 360plf Ra = W = 360 plf 11.25 Rb = 816 lb Concentrate load (lb) = 14 M = Beam with uniform load Located from left end (ft) = 7 fb = 743 psi Length (ft) = 14 fv = 25 psi Width (ft) = 3.125 R = 2520 lb Depth (ft) = 12 M = 8820 lb-ft Uniform load (plf) = 360 fb = 1411 psi Duration factor = 1 fv = 86 psi E ( x1,000,000 in "4) = 1.8 DO = 0.38 in U 437 HHHIIIIIIIIIIIIHH9vIIIIIIIIIIIIIIVVVIIIIIIIIHIIII HIItrHHIIHIIIItr,�Ha, ><II CB8 4 x 12 1. 7 1632 lb P =(34psf)(1 2/2)(16/2)=1 632# 14 Ra Rb Beam with concentrate load Length (ft) = 14 Width (in) = 3.5 Ra = 816 lb Depth (in) = 11.25 Rb = 816 lb Concentrate load (lb) = 1632 M = 5712 lb-ft Located from left end (ft) = 7 fb = 743 psi Duration factor = 1.25 fv = 25 psi Modulus of elasticity(lW6 in "4)= 1.6 Deft = 0.24 in L/ 692 eQCVfvvvCV VAQCtrQIIII94IIQCOVOCVIICHH9et9IIII V trvveHHV HV vvvvvvvvHIIV vvOV V VOHOOHHOiIIVHavOOHOHWOOOHO V S V V V V V9aOS V V v-v9evOHCHOHHH CB 9 4 x 12 7 1530 lb P =(34ps %12/2)(7/2) +(34psf)(6x6)(2 /3) =1530# 14 Ra Rb Beam with concentrate load Length (ft) = 14 Width (in) = 3.5 Ra = 765 Ib Depth (in) = 11.25 Rb = 765 lb Concentrate load (lb) = 1530 M = 5355 lb-ft Located from left end (ft) = 7 fb = 870 psi Duration factor= 1 fv = 29 psi Modulus of elasticity(10"6 in "4)= 1.6 DO = 0.23 in LJ 739 e CB 10 4 x 12 P = 816 W = (40psf)(8 /2 +1)= 200plf 9 W= 200 P =816# cb8 11 Beam with uniform load & one point load Length (ft) = 11 Width (in) = 3.5 R1 = 1248 lb Depth (in) = 11.25 R2 = 1768 LB Uniform load (plf) = 200 M = 3892 lb-ft: Concentrate load (lb) = 816 V = 1580 lb Located from left end (ft) = 9 fb = 633 psi Duration factor = 1 fv = 60 psi E ( x1,000,000 in "4) = 1.6 Deft = 0.130 in U 1017 4444444444444444444444A4tr44444444444444tr4444 44444 4444444444444444444444444tr4444444tr4tr44tr44444 CB11 3112 x 117/8 44444.444444444444444444444444 PSL P = 2520 W = (6psf)(16/2) =48plf 12.5 W= 48 P =2520# ridge 18 Beam with uniform load & one point load Length (ft) = 18 Width (in) = 3.5 R1 = 1202 lb Depth (in) = 11.875 R2 = 2182 LB Uniform load (plf) = 48 M = 11083 Ib -ft Concentrate load (lb) = 2520 V = 2135 1 Located from left end (ft) = 12.5 fb = 1617 psi Duration factor = 1 fv = 77 psi E ( x1,000,000 in A4) = 2 Defl = 0.555 in U 389 CB 12 4 x 10 5 1076 lb P = (34psf)(10 12 )(612) +(34psf)(5x5)(2 13) =1076# 9.5 Ral Rb Beam with concentrate load Length (ft) = 9.5 Width (in) = 3.5 Ra = 510 lb Depth (in) = 9.25 Rb = 566 Ib Concentrate load (lb) = 1076 M = 2548 lb-ft Located from left end (ft) = 5 fb = 613 psi Duration factor = 1 fv = 26 psi Modulus of elasticity(10 16 in ^4)= 1.6 Defl = 0.09 in U 1272 o CB 13 4 x 12 P = 1020 W = (40psf)(4)= 160p1f 4 W= 160 P =510# cb12 (2) =1020# 11.5 Beam with uniform load & one point load Length (ft) = 11.5 Width (in) = 3.5 R1 = 1585 lb Depth (in) = 11.25 R2 = 1275 LB Uniform load (plf) = 160 M = 5059 lb-ft Concentrate load (lb) = 1020 b = 1435 lb Located from left end (ft) = 4 fb = 822 psi Duration factor = 1 fv = 65 psi E (0,000,000 in "4) = 1.6 DO = 0.168 in L/ 820 CB 14 4 x 12 6 L 2006 lb P = (34psf)(16 /2)(8/2) +(34psf)(9x9)(1 /3) =2006# 12 Ra Rb Beam with concentrate load Length (ft) = 12 Width (in) = 3.5 Ra = 1003 Ib Depth (in) = 11.25 Rb = 1003 lb Concentrate load (lb) = 2006 M = 6018 lb-ft Located from left end (ft) = 6 fb = 783 psi Duration factor = 1.25 fv = 31 psi Modulus of elasticity(10^6 in "4)= 1.6 DO = 0.19 in L/ 767 0 CB 15 51/4 x 117/8 PSL P1 =1003# cb14 P2 =1003# cb14 W = (6psf)(15 /2) =45plf Width (in) = Depth (in) = L (ft) = Duration factor = E (10^6 in "4)= P1 (lb) = P2 (lb) = P3 (lb) = W1 (plf) = W2 (plf) = W3 (plf) = W4 (plf) = Ra = Rb = fb = fv = DO = 5.25 11.875 20.5 1 2 1003 1003 0 45 0 0 0 1440 # 1489 # 791 psi 36 psi 0.444 in P1 P2 P3 wl w2 w3 w4 L= 20.5 Ra Rb Located 6 ft from left Located 15 ft from left Located 0 ft from left from 0 ft, extend from 0 ft, extend from 0 ft, extend from 0 ft, extend L/ 555 20.5 0 0 0 ft ft ft ft ZA CB 116&117 31/2 X 117/8 PSL P1 = 148911 cb15 P2 =1489# cb15 W = (6psf)(812) =24p1f Width (in) = Depth (in) = L (ft) = Duration factor = E (10^6 !n "4)= P1 (lb) = P2 (lb) = P3 (lb) = W1 (PIO= W2 (Plf) = W3 (plf) = W4 (plf) = Ra = Rb = fb = fv = DO = 3.5 11.875 17 1.25 2 1489 1489 0 24 0 0 0 1693 # 1693 # 536 psi 49 psi 0.278 In P1 P2 P3 wl w2 w3 w4 L= 17 Ra Rb Located 2.5 ft from left Located 14.5 ft from left Located 0 ft from left from 0 ft, extend from 0 ft, extend from 0 ft, extend from 0 ft, extend L/ 734 17 0 0 0 ft ft ft ft 1 FIB 1 T x 14 PSL P = 5547 W=( 15psf )(10) +(40psf)(12/2 +1)= 415pif 15.5 _ W= 415 P = (3549#)(2.5)(1/1.6) = 5547# seismic ~E:2y�_ r � 19.5 Beam with uniform load & one point loa Length (ft) = 19.5 PSL Width (in) = 7 R1 = 5184 Ib Depth (in) = 14 R2= 8455 LB Uniform load (plf) = 415 M = 32372 Ib-ft Concentrate load (lb) = 5547 b = 7971 Ib Located from left end (ft) = 15.5 fb = 1699 psi Duration factor = 1 fv = 122 psi E ( x1,000,000 in "4) = 2 Defl = 0.690 in U 339 FB 2 31/2 x 14 PSL P = 6633 W = (55psf)(1.33) = 73plf L 2.5 W= 73 P = (4244#)(2.5)(111.6) = 6633# seismic 19.5 Beam with uniform load & one P oint load 1`133 6114 x 14 PSL Length (ft) = 19.5 = 3947 Width (in) = 3.5 R1 = 6494 Ib Depth (in) = 14 R2 = 1562 LB Uniform load (plf) = 73 M = 15865 Ib-ft Concentrate load (lb) = 6633 b = 6409 Ib Located from left end (ft) = 2.5 fb = 1665 psi Duration factor = 1 tv = 196 psi E ( x1,000,000 in ^4) = 2 Deft = 0.572 in U 409 1`133 6114 x 14 PSL = 3947 W = ( 55psf)( 1. 33) +(7psf)(10) +(6psf)(1012)= 173plf 8 W= 173 P = (34psf)( 8x8)( 2 /3) +(34psf)(16/2)(7/2) +1545# cb2 abv =3947# 19.5 Beam with uniform load & one point load Length (ft) = 19.5 Width (in) _ 5 R1 = 3863 Ib Depth (in) 14 R2 = 3458 LB Uniform load (plf) _ 173 M = 27136 Ib -ft Concentrate load (lb) = 3947 b = 3661 Ib Located from left end (ft) _ 8.75 fb = 1899 psi Duration factor = 1 fv = 75 psi E ( x1,000,000 in ^4) _ ` 2 DO = 0.669 in U 351 Beam suppootiing shear waH above. Beam supporting shear wall above.is calculated with overstrength factor no. (no =2.5) From ASCE section 12.4.3.2, for allowable stress design 5 (1.0 + 0.14Sds)D + H + F + 0.7QoQ 6 (1.0 + 0.105Sds)D + H + F + 0.7QoQ + 0.75L + 0.75(Lr or S or R) 8 (0.6 - 0.14Sds)D + 0.7QoQ + H To simplify the calculation, the following combination is used to check the strength of beam: (1.0)D + (1.0)L + 0.7()oQ This combination is more conservative than combinations 5 & 6 since the live load of the roof and /or floor are larger or equal to the dead load. Combination 5 use +- 1.14D+ OL is less than 1.01D + 1.01- Combination 6 use + -1.1 D + 0.75L is less than 1.01D + 1.01- To calculate the uplift of the beam, combination 8 will be used. Note: From ASCE section 12.4.3.3, allowable stress increase of 1.2 is permitted in combine with the duration factor of 1.33. Instead of applying a factor of (1.2)(1.333) = 1.6 to the allowable stress Fb & Fv, the seismic load from end post of shear wall above will be divided by 1.6 (apply 1.6 to the seismic load only) Pure seismic load (without dead load) for both uplift and downward compression. For downward load, the uniform load used in the beam calculation has taken into account. P = (shear plf)(h)(Qo) /1.6 A\, X0.1 ....... .............................................................................. ..... ... ........ ....... ...... F133 P1 P2 P3 5114 X 14 PSL w1 w2 w3 w4 L= 19.5 Ra Rb P1 = 211# cb2a +(34psf)(9x9)(1/3) +2029# cb2 =3158# P2 = (34psf)(9x9)(1/3) =918# h!L /� P3 =934# cb1 G—�—� W = ( 55psf)( 1. 33) +(7psf)(10) +(6psf)(10 /2)= 173plf Width (in) = Depth (in) = L (ft) = Duration factor = E (10 ^6 in ^4)= P1 (lb) = P2 (lb) = P3 (Ib) = Wt (plf) = W2 (plf) = W3 (plf) = W4 (plf) = Ra = Rb = fb = fv = DO = 5.25 14 19.5 1 2 3158 918 934 173 0 0 0 3998 # 4385 # 1839 psi 89 psi 0.703 in Located 8 ft from left Located 12.5 ft from left Located 17 ft from left from 0 ft, extend from 0 ft, extend from 0 ft, extend from 0 ft, extend L/ 333 19.5 0 0 0 ft ft ft ft '4S aeaaaaaaaaaaartt rraraaraaraaraaa► aaaemaaaaraaemaaeaaaaraveao-eaamao-eranaanaaaaaaaaaaanaaaraaaaaano-so-eeno-saaeneooaanoaonaae FB-11 1.75 x 14 LVL W1 = (15psf)(1.33') = 20 plf W2 = (55psf)(1.33) = 73 plf L1 L2 P = (2978#)(2.5)(111.6) = 4654# seismic Ral Rb Cantilever Beam Width (in) = 1.75 Depth (in) = 14 L1 (ft) = 19.5 L2 (ft) = 1 Ra = -46 Ib P (lb) = 4654 Rb - 5163 Ib W1 (plf) = 20 M = 4691 lb-ft W2 (plf) = 73 fb = -985 psi Duration factor = 1 fv = 289 psi Modulus of elasticity(10"6 in "4)= 1.9 DO = 0.07 in L/ 166 D FB4 3112 x 14 PSL P1 =1202# cb11 P2 = (55psf)(30/2)(8/2) =3300# W1 = ( 15psf)(10) +(40psf)(1312)= 410p1f Width (in) = Depth (in) = L (ft) = Duration factor = E (10 ^6 in ^4)= P1 (lb) = P2 (lb) = P3 (lb) = W1 (plf) = W2 (plf) = W3 (plf) = W4 (plf) = Ra = Rb = fb = fv = DO = 3.5 14 15 1 2 1202 3300 0 410 0 0 0 4667 # 5985 # 1788 psi 183 psi 0.453 in P1 P2 P3 w1 w2 w3 w4 L= 15 Ra Rb Located 2 ft from left Located 12.5 ft from left Located 0 ft from left from 0 ft, extend from 0 ft, extend from 0 ft, extend from 0 ft, extend U 398 15 0 0 0 ft ft ft ft D FB5 (2) 7 x 14 PSL P1 =4667# P2 = (2428#)(2.5)(1/1.6) = 3794# seismic P3 =1440# cb4 abv W1 = (55psf)(17/2)= 468plf W2 =( 55psf)( 5/ 2)+( 15psf )(10) +(40psf)(8/2 +2)= 527plf Width (in) = Depth (in) = L (ft) = Duration factor = E (10 ^6 in ^4)= P1 (lb) = P2 (lb) = P3 (lb) = W1 (plf) = W2 (plf) = W3 (plf) = W4 (plf) = Ra = Rb = fb = fv = DO = 14 14 22 1 2 4667 3794 1440 468 527 0 0 13528 # 7497 # 1497 psi 104 psi 0.769 in P1 P2 P3 w1 w2 w3 w4 L= 22 Ra Rb Located 3.5 ft from left Located 4.5 ft from left Located 7 ft from left from 0 ft, extend from 3.5 ft, extend from 0 ft, extend from 0 ft, extend U 343 3.5 18 0 0 ft ft ft ft M-1-2 b p tHf if fifitsHfHtftitfifff ••ftf ftttitttfittittttif FB 6 tf ttttf ttttitttttttitttflttittttittHtttittltttfifttttttittttittttttttttfiftttt PSL 11.5 7 x 14 14 W = (55psf)(16 /2) = 440plf L (ft) = W = 440 plf 15.5 ft Duration factor = ft, extend 1 21.5 E (10 ^6 in ^4)= Beam with uniform load 2 ft, extend P1 (lb) = 5168 Length (ft) = 21.5 4730 Width (ft) = 7 R = 4730 lb Depth (ft) = 14 M = 25424 lb-ft Uniform load (plf) = 440 fb = 1334 psi Duration factor = 1 fv = 65 psi E ( 0,000,000 in ^4) = 2 Deft = 0.66 in U 390 FB 7 P1 P2 P3 7 x 14 PSL wl w2 w3 w4 L= 15.5 Ra Rb P1 = (3307 #)(2.5)(1/1.6) = 5168# seismic P2 =4730# fb6 w =( 15psf )(10) +(40psf)(14/2 +1)= 470plf Width (in) = ft from left 7 11.5 Depth (in) = 14 ft from left L (ft) = 0 15.5 15.5 ft Duration factor = ft, extend 1 0 E (10 ^6 in ^4)= 0 ft 2 ft, extend P1 (lb) = 5168 Located P2 (lb) = 4730 Located P3 (lb) = 0 Located W1 (plf) = 470 from W2 (plf) = 0 from W3 (plf) = 0 from W4 (plf) = 0 from Ra = 7697 # Rb = 9486 # fb = 2217 psi fv = 145 psi Deft = 0.547 in U 340 7 ft from left 11.5 ft from left 0 ft from left 0 ft, extend 15.5 ft 0 ft, extend 0 ft 0 ft, extend 0 ft 0 ft, extend 0 ft MR-1 0 n FB 8 51/4 x 94 PSL P = 6852 W = ( 55psf)( 16/ 2 ) +(15psf)(10) +(40psf)(7)= 870plf L 7 W= 870 P = (4384#)(2.5)(1/1.6) = 6852# seismic 14 Beam with uniform load & one point load Length (ft) = 14 ft from left Located Width (in) = 7 R1 = 9516 Ib Depth (in) = 14 R2 = 9516 LB Uniform load (plf) = 870 M = 45297 Ib -ft Concentrate load (lb) = 6852 V = 8501 Ib Located from left end (ft) = 7 fb = 2377 psi Duration factor = 1 fv = 130 psi E ( x1,000,000 in "4) = 2 DO = 0.446 In U 376 FB 8a P1 P2 P3 51/4 x 14 PSL w1 w2 w3 w4 L= 14.5 Ra Rb P1 =9516# fb8 P2 = 1489# cb15 W = (40psf)(10/2)= 200p1f Width (in) = Depth (in) = L (ft) = Duration factor = E (10^6 in ^4)= P1 (lb) = P2 (lb) = P3 (lb) = W1 (plo = W2 (plf) = W3 (plf) = W4 (plf) = Ra = Rb = fb = iv = Defl = 5.25 14 14.5 1 2 9516 1489 0 200 0 0 0 5108 # 7697 # 2623 psi 157 psi 0.493 In Located 9 ft from left Located 12 ft from left Located 0 ft from left from 0 ft, extend from 0 ft, extend from 0 ft, extend from 0 ft, extend L/ 353 9 0 0 0 ft ft ft ft 0 FB 9 51/4 x 18 PSL P1 = (34psf)(12x12)(113) =1632# hip P2 = (1381 #)(2.5)(1/1.6) = 2158# seismic P3 = [(15psf)(10) +(40psf)(8)](9 /2) =2115# W1 =( 55psf)( 9 12) +(15pso(9) +(40psf)(8)= 702plf Width (in) = Depth (in) = L (ft) = Duration factor = E (10"6 in "4)= P1 (lb) = P2 (lb) = P3 (lb) = W1 (plf) = W2 (plf) = W3 (plf) = W4 (pff) = Ra = Rb = fb = fv = Deft = 5.25 18 20.5 1 2 1632 2158 2115 702 0 0 0 6723 # 5957 # 2103 psi 138 psi 0.707 in P1 P2 P3 w1 w2 w3 w4 L= 20.5 Ra Rb Located 8.5 ft from left Located 12.5 ft from left Located 12.5 ft from left from 0 ft, extend from 0 ft, extend from 0 ft, extend from 0 ft, extend L1 348 12.5 0 0 0 ft ft ft ft � D Iq1 ..r ............................... ......... . .... . ... ............................ GHDR 3112 r.....r.. r.. r... r ...... PSL r..r..r.m.....m.r..r... x 11718 W = (40psf)(7)= 280plf W = 280 plf 16 Beam with uniform load Length (ft) = 16 Width (ft) = 3.5 R = 2240 lb Depth (ft) = 11.875 Ali = 8960 lb-ft Uniform load (plf) = 280 fb = 1307 psi Duration factor = 1 fv = 71 psi E ( x1,000,000 in "4) = 2 Deft = 0.42 in LI 454 .... r ....................................................................................... HDR 1 3 112 ............................... PSL x 11 718 P= 7593 W = ( 55psf)( 18/ 2) +(15psf)(9) +(40psf)(3)= 750plf 2 W = 750 P = 7593# Beam with uniform load & one point load 6 Length (ft) = 6 Width (in) = 3.5 R1 = 7312 Ito Depth (in) = 11.875 R2 = 4781 LB Uniform load (plf) = 750 M = 12942 lb-ft Concentrate load (Ib) = 7593 V = 6570 Ito Located from left end (ft) = 2 fb = 1888 psi Duration factor = 1 fv = 237 psi E ( x1,000,000 in ^4) = 2 Deft = 0.074 in U 972 .............. ..r............................................ HDR 2 4 rrrrr.............................. ...................,........... x 12 W = ( 55psf)( 18/ 2) +(15psf)(9) +(40psf)(5)= 830plf W = 830 plf 6 Beam with uniform load Length (ft) = 6 Width (ft) = 3.5 R = 2490 Ito Depth (ft) = 11.25 M = 3735 lb-ft Uniform load (plf) = 830 fb = 607 psi Duration factor = 1 fv = 65 psi E ( 0,000,000 in ^4) = 1.6 Defl = 0.04 in L/ 1977 G ,J r HDR 3 W = (40psf)(6)= 240plf P =5957# 31/2 x 117/8 PSL Beam with uniform load & one point load Length (ft) _ Width (in) _ Depth (in) _ Uniform load (plf) _ Concentrate load (lb) _ Located from left end (ft) _ Duration factor= E ( x1,000,000 in "4) _ P = 5957 3 W = 240 6 3.5 R1 = 3699 Ib 11.875 R2 = 3699 LB 240 All = 10016 lb-ft 5957 V= 3461 lb 3 fb = 1461 psi 1 fv = 125 psi 2 Deft = 0.055 in U 1319 s 1 at FLR JST 2 x 8 @ 16 "o. c. max span 10' W = (55psf)(1.33) = 73plf W = 73 plf 10 Beam with uniform load Length (ft) = 10 Width (ft) = 1.5 R = 365 Ib Depth (ft) = 7.25 M = 913 lb-ft Uniform load (plf) = 73 fb = 725 psi Duration factor = 1.15 fv = 38 psi E ( x1,000,000 in ^4) = ............... ... ....................................................................................... 1.6 DO = 0.22 in 11-1 I................. FLR GIRDER 6 x 8 max. span 8' W = (55psf)(1812) = 495plf W = 495 plf 8 Beam with uniform load Length (ft) = 8 Width (ft) = 5.5 R = 1980 lb Depth (ft) = 7.5 M = 3960 lb-ft Uniform load (plf) = 495 fb = 922 psi Duration factor = 1 fv = 61 psi E ( x1,000,000 in ^4) = ............................................................................................ 1.6 Defl = ............................... 0.15 in L1 Interior Pad Footing Allowable Soil Bearing Pressure p = 1800 psf A = 3960 / 1800 = 2.20 sq ft B = 12%Al12 = 18 in USE 18" SQ CONIC. PAD W /244 EACH WAY Capacity For Point Load At Continuous Footing Allowable Soil Brg Pressure = Stem Wall Height hl = Footing Depth h2 = Footing Width = Allowable P = (h1 +h2)(2)(1112)(p)= Continuous Footings Allowable Soil Brg Pressure = Allowable line load on wall = 1800 psf 16 in 20 in 15 in 13500 lb 1800 psf (DL + LL) 2250 of Pad Footings 18 " sq pad = 4050 # (DL + LL) 24 " sq pad = 7200 # 30 " sq pad = 11250 # 36 " sq pad = 16200 # 557 651 16 20 Q P' I I I I I I I I I I I I 10 'I I II � � 1 I I� 1 I / / I I IIiIII �F� i \\`\ / L------•------------ v I I I I �I 0 O� 3 51 0 oleo q� J✓ P A an H g ?LEI{` /. a� CAL, M = 0�� Reinforce Concrete Beam Capacity Width (in) 40 Depth (in) 18 Effective Depth (in) As (in "2) = 15 0.62 A ®� FY (ksi) = 60 F'c (psi) = 2500 Min. p= 200 /Fy = 0.0033 p = As/bd = 0.0010 < 200 /Fy Mn= AsFy(d- 0.59AsFy /(F'cB)= 34494 lb-ft Max. Mu = 0.9 Mn /1.33 = 31045 lb-ft per ACI 10.5.3 > ��- Max. Vu = 0.85 (2 F'c"0.5 bd) = 51000 lb �C If Vd > 25500 lb provide shear reinforcement I 1"'D -& P IC Reinforce Concrete Beam Capacity 7-17 ai l� f�rr Width (in) 12 Depth (in) 24 I Effective Depth (in) 21 As (in ^2) = 0.62 Fy (ksi) = 60 r/ , F'c (psi) = 2500 Min. p= 2001Fy = 0.0033 p = As/bd = 0.0025 < 200 /Fy1r I , Mn= ASFy(d- 0.59AsFy /(F'c6)= 47554 lb-ft i�i� t r t wl� !!� Max. Mu = 0.9 Mn 11.33 = 42799 lb-ft per ACI 10.5.3 Max. Vu = 0.85 (2 F'c40.5 bd) = 21420 lb If Vd > 10710 lb provide shear reinforcement I