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Home My WebLink About1003 W Bishop St - 101118789 - PlanSHEET TITLE: SHEET NUMBER: REVISIONS: SUBMITTAL: PLAN CHECK SUBMITTAL NOV.2023 SCALE:N.T.S. RETROFIT1 19326 VENTURA BLVD. TARZANA, CA 91356 TEL: (844) 473-8761 STRUCTURAL OBSERVATION NOTES: ENGINEER'S STATEMENT: PLOT PLAN NORTH AHJ STAMP APPROVAL BI S H O P S T . SI D E W A L K UP UPUP (E) TWO STORY APARTMENT BUILDING (NO WORK) (E) TWO STORY APARTMENT BUILDING INTERIOR N.I.C. Bldg# 101118789 APPROVALS: PLNG - HJacinto BLDG - CSG Consultants 1003 W Bishop St - 1011187895/29/2024 SHEET TITLE: SHEET NUMBER: REVISIONS: SUBMITTAL: PLAN CHECK SUBMITTAL NOV.2023 SCALE:1/16"=1'-0" RETROFIT1 19326 VENTURA BLVD. TARZANA, CA 91356 TEL:(844) 473-8761 AHJ STAMP APPROVAL NORTH EXISTING SITE PLAN & FIRST FLOOR PLAN NORTH EXISTING SECOND FLOOR PLAN BI S H O P S T . SI D E W A L K UP UPUP (E) TWO STORY APARTMENT BUILDING (NO WORK) DN DN (E) TWO STORY APARTMENT BUILDING (NO WORK) DN (E) TWO STORY APARTMENT BUILDING INTERIOR N.I.C. (E) TWO STORY APARTMENT BUILDING INTERIOR N.I.C. (E) TWO STORY APARTMENT BUILDING INTERIOR N.I.C. BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM 1003 W Bishop St - 1011187895/29/2024 SHEET TITLE: SHEET NUMBER: REVISIONS: SUBMITTAL: PLAN CHECK SUBMITTAL NOV.2023 SCALE:3/32"=1'-0" RETROFIT1 19326 VENTURA BLVD. TARZANA, CA 91356 TEL:(844) 473-8761 AHJ STAMP APPROVAL EXISTING NORTH ELEVATION EXISTING SOUTH ELEVATION EXISTING WEST ELEVATION EXISTING EAST ELEVATION SOFT STORY RETROFIT REQUIRED NOT A SOFT STORY NOT A SOFT STORY NOT A SOFT STORY SCC-1 SCC-2 1003 W Bishop St - 1011187895/29/2024 SHEET TITLE: SHEET NUMBER: REVISIONS: SUBMITTAL: PLAN CHECK SUBMITTAL NOV.2023 SCALE:N.T.S. ’’ RETROFIT1 19326 VENTURA BLVD. TARZANA, CA 91356 TEL:(844) 473-8761 AHJ STAMP APPROVAL 1003 W Bishop St - 1011187895/29/2024 INDICATES (E) STUD WALL INDICATES (E) 2X FLOOR JOISTS (V.I.F.) (N) 4X STUD WOOD WALL INDICATES (E) CONTINUOUS FOOTING (V.I.F.) GB-1 INDICATES (N) 24" WIDE X 24" DEEP GRADE BEAM W/ 4-#7 TOP & BOTTOM & #3 TIES @ 8" O.C. & @ 4" O.C. FOR CLOSE TIE REGION. F'C =3000 PSI, FY=60000 PSI INDICATES (N) 12" DEEP PAD FOOTING PER PLAN W/ #5 @ 9" @ BOTTOM E.W. (U.N.O.) INDICATES (E) PAD FOOTING MIN. 12" DEEP PER PLAN (V.I.F.) ENGINEER'S ATTENTION TO ADDRESS THE ACTUAL SITE CONDITION. B) CONTRACTOR TO FIELD VERIFY ALL FRAMING CONDITIONS PRIOR TO ORDERING MATERIALS & INSTALLING FRAMING MEMBERS. ALL DESCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER FOR RECOMMENDATIONS. NOTES: FOUNDATION PLAN & DETAILS ARE GENERATED BASED ON VISUAL INSPECTION & MEASUREMENT OF BUILDING CONTRACTOR MUST FIELD VERIFY ALL EXISTING FOOTINGS & OTHER STRUCTURAL MEMBERS & DETAILS SHOWN ON PLANS: A) IF SITE CONDITION DIFFERS FROM THE PROPOSED FRAMING AS SHOWN, SUCH CONDITION SHALL BROUGHT UP TO THE STRUCTURAL C) IF ANY WALL WITH PLYWOOD ARE DISCOVERED DURING DEMOLITION, CONTRACTOR IS TO CONTACT THE STRUCTURAL ENGINEER IMMEDIATELY FOR RECOMMENDATIONS. D) CONTRACTOR TO FIELD VERIFY SITE CONDITIONS & DIMENSIONS PRIOR INSTALLATION. DESCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER FOR RECOMMENDATIONS. E) FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY THE LADBS FOR (STRUCTURAL STEEL) (REINFORCING STEEL) CONTINUOUS INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED. F) LADBS LICENSED FABRICATOR IS REQUIRED FOR (STRUCTURAL STEEL) G) CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF WIND OR SEISMIC FORCE RESISTING SYSTEM/COMPONENT LISTED IN THE "STATEMENT OF SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE LADBS INSPECTORS AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT PER SeC. 1709.1 H) CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD WELDING, CONCRETE STRENGTH f'c>2500 psi. HIGH STRENGTH BOLTING, SPRAYED ON FIREPROOFING, ENGINEERED MASONRY, HIGH LIFT GROUTING, PRE- STRESSED CONCRETE, HIGH LOAD DIAPHRAGMS AND SPECIAL MOMENT-RESISTING CONCRETE FRAMES. I) IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOIL INVESTIGATION REPORT MAY BE REQUIRED. J) CONTRACTOR IS RESPONSIBLE FOR TEMPORARY SHORING DESIGN BY REGISTERED DESIGN ENGINEER. K) TEMPORARY SHORING NOT TO BE REMOVED UNTIL NEW FOUNDATION IS CAPABLE OF TAKE GRAVITY LOADS. L) GAS PIPES NOT ALLOWED IN GRADE BEAM UNLESS APPROVAL IS OBTAINED FROM GAS COMPANY. FOUNDATION PLAN NORTH FIRST FLOOR FRAMING PLAN NORTH SHEET TITLE: SHEET NUMBER: REVISIONS: SUBMITTAL: PLAN CHECK SUBMITTAL NOV.2023 SCALE:1/16"=1'-0" RETROFIT1 19326 VENTURA BLVD. TARZANA, CA 91356 TEL:(844) 473-8761 UP UPUP (E) TWO STORY APARTMENT BUILDING (NO WORK) (E) TWO STORY APARTMENT BUILDING INTERIOR N.I.C. UP UPUP (E) TWO STORY APARTMENT BUILDING (NO WORK) (E) TWO STORY APARTMENT BUILDING INTERIOR N.I.C. GB-1GB-1 1003 W Bishop St - 1011187895/29/2024 SHEET TITLE: SHEET NUMBER: REVISIONS: SUBMITTAL: PLAN CHECK SUBMITTAL NOV.2023 N.T.S. RETROFIT1 19326 VENTURA BLVD. TARZANA, CA 91356 TEL:(844) 473-8761 SCALE: 1003 W Bishop St - 1011187895/29/2024 YES NO INSTRUCTIONS: ORAN GE COUNTY FI RE AUTHORI TY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments ·Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place. ·Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. ·If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA. ·In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. ·Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. Address Suite City Project Scope/Business Description 1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2. Property is adjacent to a wildland area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170) 4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) 10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11.*Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327— Initials the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name Signature Phone Number ( )Date / / Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE COM F.V F.V F.V 1003 W Bishop St - 1011187895/29/2024 O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”. City / County Official Requesting Review: City / County Reference #: Date: __________________________________ City / County: _____________________________________ E-Mail: __________________________________ Contact Name: _____________________________________ Phone #: _________________________________ Title: _____________________________________ ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County : OCFA COMMENTS:  No further action required on this specific plan type, based on information provided on: ____/______/______.  Project to be taken in for OCFA Review. Other: Name: _________________________________________ Contact #: ______________________________________ Date: _________________________________ OCFA Authorization Updated: 06/02/2020 rs 1003 W Bishop St - 1011187895/29/2024 12/18/23, 11:08 AM U.S. Seismic Design Maps https://www.seismicmaps.org 1/2 USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error. USGS web services are now operational so this tool should work as expected. 1003 W Bishop St, Santa Ana, CA 92703, USA Latitude, Longitude: 33.7399723, -117.8787371 Date 12/18/2023, 11:08:54 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.293 MCER ground motion. (for 0.2 second period) S1 0.461 MCER ground motion. (for 1.0s period) SMS 1.552 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 1.034 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.548 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.657 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.293 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.392 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1RT 0.461 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.499 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.62 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.548 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.929 Mapped value of the risk coefficient at short periods CR1 0.925 Mapped value of the risk coefficient at a period of 1 s CV 1.359 Vertical coefficient Page 2 of 35 1003 W Bishop St - 1011187895/29/2024 19326 Ventura Blvd Tarzana, CA 91356 1003 W BISHOP ST SANTA ANA, CA 92703 2023-550 1/17/2024 RETROFIT1 STRUCTURAL CALCULATIONS for SOFT-STORY RETROFIT DESIGN Page 1 of 35 1003 W Bishop St - 1011187895/29/2024 12/18/23, 11:08 AM U.S. Seismic Design Maps https://www.seismicmaps.org 2/2 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. Page 3 of 35 1003 W Bishop St - 1011187895/29/2024 CANTILEVER COLUMN- Seismic Load: Number of Story:2 (N)S DS =1.034 ρ =1.3 R= 2.50 Special Cantilever Steel Column I= 1 C d =2.5 Ω= 1.25 Roof DL: 20 psf 3rd Floor DL: 0 psf 2nd Floor DL: psf for Parking & 15 psf for Building Partition Load: 10 psf Exterior Wall: 15 psf Story Height: 9.0 ft(H) 1) Parking Area Trib. Area Considered Half (1/2) Length of Soft Story Line: ft(L1) Length of Cantilever:5.25 ft(B2) Width to next Grid Line: ft(B1) Trib. Area per FL: =((B1/2)+B2)xL1= ((19 /2)+ 5.25) x124.25=ft2 Weight of EXT. WL =Wo*H*(2*(B1/2+B2)+L1)*(N-1)*0.8= 15*9*(2*(9.5+5.25)+124.25)*(2-1)*0.8= lbs ↑ for Wall Opening Deduction Weight of RR, FL & Pati. =(RDL+3rd FDL+2nd FDL+Pati.x(N-1))xA= (20+0+20+10*(2-1))*1832.6875= lbs Total Weight = (16605 + 91634.38) = lbs V1=0.75ρ(SDS/RI)(Wtotal)=lbs (LRFD) (0.75 is Reduction Factor per LABC CH.93) lbs (ASD) Above all, the total load is V1+V2= (43665.498 + 0) = lbs (LRFD) lbs (ASD) From plan can get use 2 Special Cantilever Steel Column Vo = =V/n= (30565.8486 / 2)/1000 = kips (ASD used for Column Design)15.283 RETROFIT1 BASE SHEAR LOAD 43665.50 30565.85 43665.5 30565.8 124.3 19.00 1832.7 16605 91634.38 108239.38 PROJECT NO.1003 W BISHOP ST DATE: 1/17/2024 1 20 Page 4 of 35 1003 W Bishop St - 1011187895/29/2024 SCC-1 SK - 1 Jan 17, 2024 at 2:39 AM SCC-1 U.r3d N1 N3 N5 N2 N4 N6 RE24X8.4 W1 4 X 6 8 W1 4 X 6 8 15.283k 15.283k Y XZ Loads: BLC 3, SIESMIC LOAD Page 5 of 35 1003 W Bishop St - 1011187895/29/2024 Company : May 8, 2024 10:49 AMDesigner : Job Number : Checked By:_____ Model Name : SCC-1 (Global) Model Settings Display Sections for Member Calcs Max Internal Sections for Member Calcs Include Shear Deformation? Increase Nailing Capacity for Wind? Include Warping? Trans Load Btwn Intersecting Wood Wall? Area Load Mesh (in^2) Merge Tolerance (in) P-Delta Analysis Tolerance Include P-Delta for Walls? Automatically Iterate Stiffness for Walls? Max Iterations for Wall Stiffness Gravity Acceleration (ft/sec^2) Wall Mesh Size (in) Eigensolution Convergence Tol. (1.E-) Vertical Axis Global Member Orientation Plane Static Solver Dynamic Solver 5 97 Yes Yes Yes Yes 144 .12 0.50% Yes Yes 3 32.2 12 4 Y XZ Sparse Accelerated Accelerated Solver Hot Rolled Steel Code Adjust Stiffness? RISAConnection Code Cold Formed Steel Code Wood Code Wood Temperature Concrete Code Masonry Code Aluminum Code Stainless Steel Code Adjust Stiffness? AISC 15th(360-16): ASD Yes(Iterative) AISC 14th(360-10): ASD None AWC NDS-12: ASD < 100F ACI 318-1 ACI 530-11: ASD AA ADM1-10: ASD - Building AISC 14th(360-10): ASD Yes(Iterative) Number of Shear Regions Region Spacing Increment (in) Biaxial Column Method Parme Beta Factor (PCA) Concrete Stress Block Use Cracked Sections? Use Cracked Sections Slab? Bad Framing Warnings? Unused Force Warnings? Min 1 Bar Diam. Spacing? Concrete Rebar Set Min % Steel for Column Max % Steel for Column 4 4 Exact Integration .65 Rectangular Yes No No Yes No REBAR_SET_ASTMA615 1 8 RISA-3D Version 8.1.3 Page 1 [C:\...\...\...\...\...\...\...\Analysis Files\SCC-1 U.r3d] 9 Page 6 of 35 1003 W Bishop St - 1011187895/29/2024 Company : May 8, 2024 10:49 AMDesigner : Job Number : Checked By:_____ Model Name : SCC-1 (Global) Model Settings, Continued Seismic Code Seismic Base Elevation (ft) Add Base Weight? Ct X Ct Z T X (sec) T Z (sec) R X R Z Ct Exp. X Ct Exp. Z SD1 SDS S1 TL (sec) Risk Cat Drift Cat ASCE 7-16 Not Entered Yes .02 .02 Not Entered Not Entered 3 3 .75 .75 1 1 1 5 I or II Other Om Z Om X Cd Z Cd X Rho Z Rho X 1 1 4 4 1 1 Footing Overturning Safety Factor Optimize for OTM/Sliding Check Concrete Bearing Footing Concrete Weight (k/ft^3) Footing Concrete f'c (ksi) Footing Concrete Ec (ksi) Lambda Footing Steel fy (ksi) Minimum Steel Maximum Steel Footing Top Bar Footing Top Bar Cover (in) Footing Bottom Bar Footing Bottom Bar Cover (in) Pedestal Bar Pedestal Bar Cover (in) Pedestal Ties 1 No No 0 4 3644 1 60 0.0018 0.0075 #3 2 #3 3.5 #3 1.5 #3 Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm (/1E...Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 .3 .65 .49 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .49 46 1.4 58 1.3 And so on... Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 COLUMN W14X68 Column Wide Flange A992 Typical 20 121 722 3.01 RISA-3D Version 8.1.3 [C:\...\...\...\...\...\...\...\Analysis Files\SCC-1 U.r3d] Page 7 of 35 1003 W Bishop St - 1011187895/29/2024 Company : Jan 17, 2024 2:50 AMDesigner : Job Number : Checked By:_____ Model Name : SCC-1 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 COLUMN W14X68 Column Wide Flange A992 Typical 20 121 722 3.01 General Section Sets Label Shape Type Material A [in2] Iyy [in4] Izz [in4] J [in4] 1 GB RE24X8.4 Beam gen_Conc3NW 201.6 1185.408 9676.8 3696.102 2 RIGID None RIGID 1e+6 1e+6 1e+6 1e+6 Concrete Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 CONC1A CRECT30X8...Beam Rectangular Conc3000NW Typical 252 1481.76 18900 4881.51 Design Size and Code Check Parameters Label Max Depth[in] Min Depth[in] Max Width[in] Min Width[in] Max Bending Chk Max Shear Chk 1 Typical 1 1 2 DR1 1 1 3 DR1_1 1 1 4 DR1_2 1 1 5 DR1_3 1 1 And so on... Connection Rules Label Conn Type Type Beam Conn Col/Girder Conn 1 Col/Bm Clip Angle Shear Column/Beam Clip Double Angle Shear Welded Bolted 2 Col/Bm Shear Tab Shear Column/Beam Shear Tab Shear Bolted N/A 3 Girder/Bm Clip Angle Shear Girder/Beam Clip Single Angle Shear Welded Bolted 4 Girder/Bm Shear Tab Shear Girder/Beam Shear Tab Shear Bolted N/A 5 Flange Plate Moment Moment Column/Beam Flange Plate Moment Bolted N/A And so on... Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap... 1 N1 10.25 10 0 0 2 N3 20.25 10 0 0 3 N5 30 0 0 0 4 N2 0 0 0 0 5 N4 10.25 0 0 0 And so on... Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] 1 N1 Reaction 2 N5 Reaction Reaction Reaction 3 N2 Reaction Reaction Reaction 4 N3 Reaction RISA-3D Version 8.1.3 [D:\...\...\...\...\Analysis Files\SCC-1 U.r3d] Page 8 of 35 1003 W Bishop St - 1011187895/29/2024 Company : Jan 17, 2024 2:50 AMDesigner : Job Number : Checked By:_____ Model Name : SCC-1 Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft] Lcomp bot[ft] L-torqu... Kyy Kzz Cb Function 1 M2 COLUMN 10 Lateral 2 M3 COLUMN 10 Lateral Member Point Loads Member Label Direction Magnitude[k,k-ft] Location[ft,%] No Data to Print ... Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P... 1 DEAD LOAD DL -1 2 LIVE LOAD LL -1 3 SIESMIC LOAD EL 2 And so on... Load Combinations Description Sol...PD...SR...BLC Fact...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact...BLC Fact...BLCFact...BLCFact...BLC Fact... 1 EL (streng...Yes Y EL 1 2 EL/1.3 Yes Y EL .77 Envelope Joint Reactions Joint X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 1 N1 max 0 2 0 2 0 2 0 2 0 2 0 2 2 min 0 1 0 1 0 1 0 1 0 1 0 1 3 N5 max -11.964 2 10.191 1 0 2 0 2 0 2 0 2 4 min -15.538 1 7.847 2 0 1 0 1 0 1 0 1 5 N2 max -11.572 2 -7.847 2 0 2 0 2 0 2 0 2 And so on... Envelope Joint Displacements Joint X [in] LC Y [in] LC Z [in] LC X Rotation ... LC Y Rotation ... LC Z Rotation [... LC 1 N1 max .703 1 .066 1 0 2 0 2 0 2 0 2 2 min .541 2 .051 2 0 1 0 1 0 1 0 1 3 N3 max .716 1 -.024 2 0 2 0 2 0 2 0 2 4 min .552 2 -.031 1 0 1 0 1 0 1 0 1 5 N5 max 0 2 0 2 0 2 0 2 0 2 9.808e-4 1 And so on... Envelope Member Section Forces Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-... LC y-y Mome... LC z-z Mome... LC 1 M1 1 max 15.538 1 10.198 1 0 2 0 2 0 2 0 2 2 min 11.964 2 7.851 2 0 1 0 1 0 1 0 1 3 2 max 15.538 1 10.198 1 0 2 0 2 0 2 -58.879 2 4 min 11.964 2 7.851 2 0 1 0 1 0 1 -76.482 1 5 3 max .255 1 10.191 1 0 2 0 2 0 2 -.058 2 And so on... RISA-3D Version 8.1.3 [D:\...\...\...\...\Analysis Files\SCC-1 U.r3d] Page 9 of 35 1003 W Bishop St - 1011187895/29/2024 Company : Jan 17, 2024 2:50 AMDesigner : Job Number : Checked By:_____ Model Name : SCC-1 Envelope AISC 14th(360-10): ASD Steel Code Checks Member Shape Code C... Loc[ft] LC Shear ... Loc[ft] Dir LC Pnc/om [k] Pnt/om [k] Mnyy/om ...Mnzz/om ...Cb Eqn 1 M2 W14X68 .533 0 1 .132 0 y 1 503.156 598.802 92.066 286.926 1....H1-1b 2 M3 W14X68 .533 0 1 .132 0 y 1 503.156 598.802 92.066 286.926 1....H1-1b RISA-3D Version 8.1.3 [D:\...\...\...\...\Analysis Files\SCC-1 U.r3d] Page 10 of 35 1003 W Bishop St - 1011187895/29/2024 1) CODE CHECK: Ucmax = < 2) DEFLECTION CHECK: dxe = in. Cd = I = * Dallow =0.02*H *12= Special Cantilever Steel Column =10.00 ft x12 =in. > = /0.7= in.O.K. ↑ASD Increase Factor Therefore: RISA RESULT IS OK USE: COLUMN 1003 W BISHOP ST 1.38 RETROFIT1 DRIFT CHECK dx = = dx I 1.38 = W14X68 1.971 0.02 PROJECT NO. 2.5 0.552 1.00 ; in. 0.02 x 2.40 Actual Defl. from RISA can get: 0.552 Cd*dxe 2.5 1.00 FOR CANTILEVER COLUMN 1 DATE:1/17/2024 from RISA can get: 0.533 1.0 OK Page 11 of 35 1003 W Bishop St - 1011187895/29/2024 CANTILEVER COLUMN- From Lateral Analysis can get total Shear Force Vx=kips (ASD) kips (LRFD) Ω=Special Cantilever Steel Column Full Length of Parking area Line: ft Unit Shear Force Vo = plf 1) Above Wall to Existing Joist Connection(ASD): Connection Cases: 1.solid members, 2. for connection to sheathing Use @ in O.C. Where Capacity = 595 lbs V1= 595 x (12 / 8) = plf Vo = plf O.K. 2) FL Sheathing Connection to Existing Beam(ASD): Connection Cases: 1.solid members, 2. for connection to sheathing Use @ in O.C. Where Capacity = 320 lbs V1= 320 x (12 / 8) = plf Vo = plf O.K. RETROFIT1 Shear Transfer DESIGN 480 >246 893 >246 Simpson A35 Case 2 8 1.25 Simpson A35 Case 1 8 Vx/L = 246.00 124.25 PROJECT NO.1003 W BISHOP ST DATE:1/17/2024 0:00 1 Global 30.57 43.7 Page 12 of 35 1003 W Bishop St - 1011187895/29/2024 1) CANTILEVER COLUMN- From Lateral Analysis can get the Shear Force Vx=kips Lt = Total Length of Grid Line=124.25 ft Unit Transfer Load = 246 plf Unit Transfer Load = 15283 plf Use Simpson CMST12, Capacity is 9215 lbs Number of Strap=V/Cap. =18142.71/ 9215= Say 1) Splice Plate Design (LRFD) : Use 3/8 inch THK w/ inch Wide w/ 6 inch Long Steel Plate as Drage Member Fy=36 ksi Fu=ksi Ag =in2 Ae= 0.8 An = 0.8(Ag-dbt) = in2 0.9A g F y =0.9x1.3125x36=kips 0.75A e F u =0.75x1.05x58=kips P n = min(0.9A g F y , 0.75A e F u ) =kips Ω0QE = Ω0V /ρ =/1.3=kips P n = kips O.K. 2) Drag Connection Design : Use Fillet Weid 1/4 inch fillet weld Vo=Unit Weld Strength=0.45*teFx=0.45x0.707x0.25x70=kips/inch V=Total Weld Strength=Vo*L*2= 5.5676x9.5 kips >V= kips O.K. Therefore: Use inch THK w/ 3.5 inch Wide w/ 6 inch Long Steel Plate w/1/4 inch fillet weld 5.568 52.89 25.92 3/8 RETROFIT1 Strap Drag DESIGN 1.05 42.53 45.68 42.525 25.9 <42.5 1.97 2.00 3.5 58 1.313 PROJECT NO.1003 W BISHOP ST DATE:1/17/2024 0:00 1 30.57 40.25 ft 0 9902 -5381 -2860 -18143 0 0 -20000 -15000 -10000 -5000 0 5000 10000 15000 0 20 40 60 80 100 120 140 Shear Diagram 10.25 ft 73.75 Page 13 of 35 1003 W Bishop St - 1011187895/29/2024 CANTILEVER COLUMN- From Lateral Analysis can get total Shear Force Vx=kips (ASD) kips (LRFD) Ω=Special Cantilever Steel Column Full Length of Soft Story Line: ft Unit Shear Force Vo = plf 1) LAG /BOLT for DRAG DESIGN(ASD): Use SDS25412 @ 8 " O.C. Capacity is lbs V1= 672x(12/8)=plf Vo = plf O.K. 2) DRAG MEMBER DESIGN(LRFD): Use Steel Plate as Drag Member Fy= 36 ksi Fu= 58 ksi Ag =in2 Ae= 0.8 An = 0.8(Ag-dbt) = 0.75 in2 0.9A g F y =0.9x1x36= kips 0.75A e F u =0.75x0.75x58= kips P n = min(0.9A g F y , 0.75A e F u ) =kips QE = V =kips O.K. Therefore: Use 4x1/4 Steel Plate as Drag Member w/ SDS25412 @ 8 " O.C.1/4 RETROFIT1 Strap Drag DESIGN 32.4 32.6 32.4 18.14 <32.4 1008.00 >246 4x1/4 1 1.25 124 Vx/L 246 1/4 672 PROJECT NO.1003 W BISHOP ST DATE:1/17/2024 0:00 1 30.57 43.7 Page 14 of 35 1003 W Bishop St - 1011187895/29/2024 CANTILEVER COLUMN- From Lateral Analysis can get total Shear Force Vx=kips (ASD) kips (LRFD) Ω=Special Cantilever Steel Column ρ = Full Length of Soft Story Line: ft Unit Shear Force Vo = plf 1) LAG /BOLT for DRAG DESIGN(ASD): (N) 4 -3/4 " ᶲ Thru Bolts Capacity is lbs V1= 4542.4x4= Kips Vo = Kips O.K. 4542.4 Double Shear 18.17 >18.1 Vx/L 246 1.25 1.3 124.25 PROJECT NO.1003 W BISHOP ST DATE:1/17/2024 0:00 1 30.57 43.7 RETROFIT1 Strap Drag DESIGN Page 15 of 35 1003 W Bishop St - 1011187895/29/2024 CANTILEVER COLUMN- 1) ROOF LOADS:t/w = 8 ft. ((11.5ft/2)+2ft) = 15 psf +20 ft. =plf 2) 3RD FLOOR LOADS:t/w = 8 ft. = 0 psf +0 0.0 ft. = plf 3) 2ND FLOOR LOADS:t/w = 8 ft. = 15 psf +40 10.0 ft. = plf 4)= 15 psf x 8 =plf plf 10.00 ft WDL=(15+ 0+0+15+10)X7.75+(15X8)=plf WLL=(20 + 0+40)X7.75=plf ft R1:lbs R2: lbs 5) Earthquake LOADS: EL: =10198 lbs (from RISA Result)S DS = New SCC: Column: W14X68 Height= 10 ft Asection = in2 DL= kips LC#1: EQ =(1.0 + 0.14*SDS)*D + H + F + 0.7ρQE = (1+0.14*1.0344)*(4300+680)+0.7*1.3*(10198/1.3)= lbs LC#2: EQ =(1.0 + 0.105*SDS)*D + H + F + 0.75*L + 0.525*ρQE = (1+0.105*1.0344)*(4300+680)+0.75*4650+0.75*10198= lbs P=Max.(Total Wt., LC#1, LC#2)= lbs ALLOWABLE BEARING PRESSURE - 1,500 PSF (PER CBC 20 & LABC 20 TABLE 1804.2) Also assume the pad is squared then can get; To Exsisting Pad: =(4300+ 4650)=lbs =ft2 = Area= 2.44 ft Say ft To New Pad: =10198 =ft2 Use 2.0 ft wide x 4 ft long x 12 inch deep pad Area of Pad=2*4= 8 ft2 >5.1 ft2 O.K. = = RETROFIT1 Area of Footing Area of Footing FOUNDATION DESIGN P (lbs.) Soil Bearing Capacity Area of Footing 2000 5.099 Soil Bearing Capacity Area of Footing 1500 5.967 Width of Footing 4 15899.2 16656.9 16656.88776 Total wt. (lbs.) 4300 4650 4650 1.034 20 0.68 SPAN = 430 465 10 4300 WT(WALL) ft. 120 WT =895 WT(DL+LL+Pati.) psf +psf x 7.75 503.8 WT(DL+LL+Pati.) psf +psf x 7.75 0 PROJECT NO.1003 W BISHOP ST DATE:1/17/2024 0:00 1 WT(DL+LL) psf x 7.8 271.3 ÷ √ ÷ 2 2 2 2 Page 16 of 35 1003 W Bishop St - 1011187895/29/2024 6) Uplift Check: Use Grade Beam: 24 inch wide x 24 inch deep Effective depth= inch Weight of GB= (24/12)*(24/12)*(15)*0.15*1000= lbs Weight of (E)PAD= 4*4*(12/12)*0.15*1000= lbs Weight of (N)PAD= 2*4*(12/12)*0.15*1000= lbs Weight of Existing Building=WDL= lbs Weight of Column= (0.68)*1000= lbs Total Weight= (9000+2400+1200+4300+680+0)/1000= kips (0.9-0.14*SDS)*D + 0.7ρQE =(0.9-0.14*1.0344)*17.58-10.198= kips >0 O.K. 7) Sliding Check: Cohesion 0.13 ksf (E) PAD FTG L = 4 W = D = 1 # 22 (N) G.B. L = 120 W = D = 2 (N) PAD FTG L = 4 W = D = 1 # 1 Btm Area = 608 ft2 Cohesion = 79 kips > 17.6 kips (Half of Dead Load) Passive Soil Reaction 0.1 ksi (E) PAD FTG 0.5 X 1 X 0.1 X 1 X 4 X 22 = 4.4 kips (N) G.B. 0.5 X 2 X 0.1 X 2 X 2 = 0.4 kips (N) PAD FTG 0.5X (2+1)/2 X 0.1 X 1 X2 = 0.2 kips Total Passive Soil Reaction = 4.95 Total Capacity 84 > kips O.K. FOUNDATION DESIGNRETROFIT1 4 2 2.0 kips 30.6 1200 4300 680 17.58 3.0781 1003 W BISHOP ST DATE:1/17/2024 0:00 21 9000 2400 PROJECT NO. Page 17 of 35 1003 W Bishop St - 1011187895/29/2024 PROJECT NO. DATE: b = 24 Ig =27648 in4 n = 8.73 h =24 d' = 3 Ec = d =21 =3321 ksi Neutral Axis = 12 in. f'c =3000 psi fy =60 ksi Es =29000 ksi Itr = 30195 in4 wc = 150 pcf No. of Bars: Strirrup Size:fr =7.5*(f'c)1.5 Mcr = fr*I/y Top 4 #3 411 psi 86 k-ft Bottom 4 smax =10.5 in Bar Size: c = 2.90 in.fs' = -2.92 ksi Top #7 smax =5.25 in Bottom #7 FMn =214.51 k-ft As =2.4 in2 Mu (RISA)=145.43 k-ft As' =2.4 in2 FVn =19.8 kip Asmin Met?YES Vu (RISA)=14.57 kip OK 10 in. A1 = 29.03 in2 F = 0.65 FBn = 48.12 Kips FBn x (d-a/2) x 2 Mn =158.52 k-ft fu = 65 ksi Shear:F = 0.65 Tension:F = 0.75 ø =0.5 in. FQnv =8.30 kip 4 0 0 2 0.00 kips Mn =0.00 k-ft 14.0 in. fu = 65 ksi Shear:F = 0.65 Tension:F = 0.75 ø =0.5 in. FQnv =8.30 kip 4 2 12 2 132.73 kips Mn =58.07 k-ft =216.59 k-ft 145.4285714 k-ft <216.59 k-ft OKTotal Moment Demand = RETROFIT1 Grade Beam Checks and Concrete Bearing Check # of Faces w/ Studs in Shear: Total Stud Capacity = Moment Capacity of Shear Studs on Flanges: n/2 x Col. Depth x Qnv Total Moment Capacity = C x (d-a/2) + n x d/2 x Qnv + n x Col Depth x Qnv Supplemental Shear Stud Anchors, Qn, @ Col. Flange FQnv = 0.65*Asa*Fu # of Studs in Vert. Column: # of Studs in Horiz. Row: Total Number of Studs, n = Total Stud Capacity = Moment Capacity of Shear Studs in Web:n/2 x d/2 x Qnv T/C Couple In OMF Column: Column Depth: FQnv = 0.65*Asa*Fu # of Studs in Vert. Column: # of Studs in Horiz. Row: Total Number of Studs, n = # of Faces w/ Studs in Shear: Bearing Capacity of Concrete, Bn: Per ACI 318-14 Sec. 22.8 Bn = (0.85*f'c*A1) Moment Capacity of Concrete at Col. Face: Supplemental Shear Stud Anchors, Qn, @ Col. Web Flange Width = 1003 W BISHOP ST 1/17/2024 Input Beam Parameters: wc^1.5 * 33 * √f'c Grade Beam T/C Capacity Close Tie Region Spacing Per ACI 318-11 21.5.3.2: FMn = 0.9*As*fy*[d-(0.85c/2)]+As'*fs'*(0.85c/2-d') Demand < Capacity T/C Couple In Grade Beam: Page 18 of 35 1003 W Bishop St - 1011187895/29/2024 Atb> 0.03f'cLebf/Fysr f'c 3000 psi Le 24 in bf 10 in Fysr 60000 psi Astud 0.196 in2 Total # 12 in2 Astuds 2.356 > Atb 0.360 in2 OK NOTE: DETAIL SHOWN FOR REFERENCE ONLY. FOR PROJECT SPECIFIC DETAIL, SEE PLANS. Req'd Vertical transfer reinforcement Mu Mu Tcol Ccol Cgb Tgb Top Row Ignored Col. Depth 6" Page 19 of 35 1003 W Bishop St - 1011187895/29/2024 CANTILEVER COLUMN- Seismic Load: Number of Story:2 (N)S DS =1.034 ρ =1.3 R= 2.50 Special Cantilever Steel Column I= 1 C d =2.5 Ω= 1.25 Roof DL: 20 psf 3rd Floor DL: 0 psf 2nd Floor DL: psf for Parking & 15 psf for Building Partition Load: 10 psf Exterior Wall: 15 psf Story Height: 9.0 ft(H) 1) Parking Area Trib. Area Considered Half (1/2) Length of Soft Story Line: ft(L1) Length of Cantilever:5.25 ft(B2) Width to next Grid Line: ft(B1) Trib. Area per FL: =((B1/2)+B2)xL1= ((19 /2)+ 5.25) x155=ft2 Weight of EXT. WL =Wo*H*(2*(B1/2+B2)+L1)*(N-1)*0.8= 15*9*(2*(9.5+5.25)+155)*(2-1)*0.8= lbs ↑ for Wall Opening Deduction Weight of RR, FL & Pati. =(RDL+3rd FDL+2nd FDL+Pati.x(N-1))xA= (20+0+20+10*(2-1))*2286.25= lbs Total Weight = (19926 + 114312.5) = lbs V1=0.75ρ(SDS/RI)(Wtotal)=lbs (LRFD) (0.75 is Reduction Factor per LABC CH.93) lbs (ASD) Above all, the total load is V1+V2= (54153.959 + 0) = lbs (LRFD) lbs (ASD) From plan can get use 2 Special Cantilever Steel Column Vo = =V/n= (37907.7713 / 2)/1000 = kips (ASD used for Column Design)18.954 RETROFIT1 BASE SHEAR LOAD 54153.96 37907.77 54154 37907.8 155 19.00 2286.3 19926 114312.5 134238.5 PROJECT NO.1003 W BISHOP ST DATE: 1/17/2024 2 20 Page 20 of 35 1003 W Bishop St - 1011187895/29/2024 SCC-2 SK - 1 Jan 17, 2024 at 2:43 AM SCC-2.r3d N1 N3 N5 N2 N4 N6 RE24X8.4 W1 4 X 6 8 W1 4 X 6 8 18.954k 18.954k Y XZ Loads: LC 1, EL (strength) Page 21 of 35 1003 W Bishop St - 1011187895/29/2024 Company : May 8, 2024 10:49 AMDesigner : Job Number : Checked By:_____ Model Name : SCC-1 (Global) Model Settings Display Sections for Member Calcs Max Internal Sections for Member Calcs Include Shear Deformation? Increase Nailing Capacity for Wind? Include Warping? Trans Load Btwn Intersecting Wood Wall? Area Load Mesh (in^2) Merge Tolerance (in) P-Delta Analysis Tolerance Include P-Delta for Walls? Automatically Iterate Stiffness for Walls? Max Iterations for Wall Stiffness Gravity Acceleration (ft/sec^2) Wall Mesh Size (in) Eigensolution Convergence Tol. (1.E-) Vertical Axis Global Member Orientation Plane Static Solver Dynamic Solver 5 97 Yes Yes Yes Yes 144 .12 0.50% Yes Yes 3 32.2 12 4 Y XZ Sparse Accelerated Accelerated Solver Hot Rolled Steel Code Adjust Stiffness? RISAConnection Code Cold Formed Steel Code Wood Code Wood Temperature Concrete Code Masonry Code Aluminum Code Stainless Steel Code Adjust Stiffness? AISC 15th(360-16): ASD Yes(Iterative) AISC 14th(360-10): ASD None AWC NDS-12: ASD < 100F ACI 318-1 ACI 530-11: ASD AA ADM1-10: ASD - Building AISC 14th(360-10): ASD Yes(Iterative) Number of Shear Regions Region Spacing Increment (in) Biaxial Column Method Parme Beta Factor (PCA) Concrete Stress Block Use Cracked Sections? Use Cracked Sections Slab? Bad Framing Warnings? Unused Force Warnings? Min 1 Bar Diam. Spacing? Concrete Rebar Set Min % Steel for Column Max % Steel for Column 4 4 Exact Integration .65 Rectangular Yes No No Yes No REBAR_SET_ASTMA615 1 8 RISA-3D Version 8.1.3 [C:\...\...\...\...\...\...\...\Analysis Files\SCC-1 U.r3d] 9 Page 22 of 35 1003 W Bishop St - 1011187895/29/2024 Company : May 8, 2024 10:49 AMDesigner : Job Number : Checked By:_____ Model Name : SCC-1 (Global) Model Settings, Continued Seismic Code Seismic Base Elevation (ft) Add Base Weight? Ct X Ct Z T X (sec) T Z (sec) R X R Z Ct Exp. X Ct Exp. Z SD1 SDS S1 TL (sec) Risk Cat Drift Cat ASCE 7-16 Not Entered Yes .02 .02 Not Entered Not Entered 3 3 .75 .75 1 1 1 5 I or II Other Om Z Om X Cd Z Cd X Rho Z Rho X 1 1 4 4 1 1 Footing Overturning Safety Factor Optimize for OTM/Sliding Check Concrete Bearing Footing Concrete Weight (k/ft^3) Footing Concrete f'c (ksi) Footing Concrete Ec (ksi) Lambda Footing Steel fy (ksi) Minimum Steel Maximum Steel Footing Top Bar Footing Top Bar Cover (in) Footing Bottom Bar Footing Bottom Bar Cover (in) Pedestal Bar Pedestal Bar Cover (in) Pedestal Ties 1 No No 0 4 3644 1 60 0.0018 0.0075 #3 2 #3 3.5 #3 1.5 #3 Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm (/1E...Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 .3 .65 .49 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .49 46 1.4 58 1.3 And so on... Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 COLUMN W14X68 Column Wide Flange A992 Typical 20 121 722 3.01 RISA-3D Version 8.1.3 [C:\...\...\...\...\...\...\...\Analysis Files\SCC-1 U.r3d] Page 23 of 35 1003 W Bishop St - 1011187895/29/2024 Company : Jan 17, 2024 2:48 AMDesigner : Job Number : Checked By:_____ Model Name : SCC-2 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 COLUMN W14X68 Column Wide Flange A992 Typical 20 121 722 3.01 General Section Sets Label Shape Type Material A [in2] Iyy [in4] Izz [in4] J [in4] 1 GB RE24X8.4 Beam gen_Conc3NW 201.6 1185.408 9676.8 3696.102 2 RIGID None RIGID 1e+6 1e+6 1e+6 1e+6 Concrete Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 CONC1A CRECT30X8...Beam Rectangular Conc3000NW Typical 252 1481.76 18900 4881.51 Design Size and Code Check Parameters Label Max Depth[in] Min Depth[in] Max Width[in] Min Width[in] Max Bending Chk Max Shear Chk 1 Typical 1 1 2 DR1 1 1 3 DR1_1 1 1 4 DR1_2 1 1 5 DR1_3 1 1 And so on... Connection Rules Label Conn Type Type Beam Conn Col/Girder Conn 1 Col/Bm Clip Angle Shear Column/Beam Clip Double Angle Shear Welded Bolted 2 Col/Bm Shear Tab Shear Column/Beam Shear Tab Shear Bolted N/A 3 Girder/Bm Clip Angle Shear Girder/Beam Clip Single Angle Shear Welded Bolted 4 Girder/Bm Shear Tab Shear Girder/Beam Shear Tab Shear Bolted N/A 5 Flange Plate Moment Moment Column/Beam Flange Plate Moment Bolted N/A And so on... Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap... 1 N1 10.25 9.25 0 0 2 N3 20.25 9.25 0 0 3 N5 30 0 0 0 4 N2 0 0 0 0 5 N4 10.25 0 0 0 And so on... Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] 1 N1 Reaction 2 N5 Reaction Reaction Reaction 3 N2 Reaction Reaction Reaction 4 N3 Reaction RISA-3D Version 8.1.3 [D:\...\...\...\RET_550_1003 W Bishop St, Santa Ana\Analysis Files\SCC-2.r3d] Page 24 of 35 1003 W Bishop St - 1011187895/29/2024 Company : Jan 17, 2024 2:48 AMDesigner : Job Number : Checked By:_____ Model Name : SCC-2 Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft] Lcomp bot[ft] L-torqu... Kyy Kzz Cb Function 1 M2 COLUMN 9.25 Lateral 2 M3 COLUMN 9.25 Lateral Member Point Loads Member Label Direction Magnitude[k,k-ft] Location[ft,%] No Data to Print ... Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P... 1 DEAD LOAD DL -1 2 LIVE LOAD LL -1 3 SIESMIC LOAD EL 2 And so on... Load Combinations Description Sol...PD...SR...BLC Fact...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact...BLC Fact...BLCFact...BLCFact...BLC Fact... 1 EL (streng...Yes Y EL 1 2 EL/1.3 Yes Y EL .77 Envelope Joint Reactions Joint X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 1 N1 max 0 2 0 2 0 2 0 2 0 2 0 2 2 min 0 1 0 1 0 1 0 1 0 1 0 1 3 N5 max -14.838 2 11.692 1 0 2 0 2 0 2 0 2 4 min -19.27 1 9.002 2 0 1 0 1 0 1 0 1 5 N2 max -14.351 2 -9.002 2 0 2 0 2 0 2 0 2 And so on... Envelope Joint Displacements Joint X [in] LC Y [in] LC Z [in] LC X Rotation ... LC Y Rotation ... LC Z Rotation [... LC 1 N1 max .707 1 .075 1 0 2 0 2 0 2 0 2 2 min .544 2 .058 2 0 1 0 1 0 1 0 1 3 N3 max .722 1 -.027 2 0 2 0 2 0 2 0 2 4 min .556 2 -.035 1 0 1 0 1 0 1 0 1 5 N5 max 0 2 0 2 0 2 0 2 0 2 1.126e-3 1 And so on... Envelope Member Section Forces Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-... LC y-y Mome... LC z-z Mome... LC 1 M1 1 max 19.27 1 11.701 1 0 2 0 2 0 2 0 2 2 min 14.838 2 9.007 2 0 1 0 1 0 1 0 1 3 2 max 19.27 1 11.701 1 0 2 0 2 0 2 -67.556 2 4 min 14.838 2 9.007 2 0 1 0 1 0 1 -87.757 1 5 3 max .316 1 11.691 1 0 2 0 2 0 2 -.082 2 And so on... RISA-3D Version 8.1.3 [D:\...\...\...\RET_550_1003 W Bishop St, Santa Ana\Analysis Files\SCC-2.r3d] Page 25 of 35 1003 W Bishop St - 1011187895/29/2024 Company : Jan 17, 2024 2:48 AMDesigner : Job Number : Checked By:_____ Model Name : SCC-2 Envelope AISC 14th(360-10): ASD Steel Code Checks Member Shape Code C... Loc[ft] LC Shear ... Loc[ft] Dir LC Pnc/om [k] Pnt/om [k] Mnyy/om ...Mnzz/om ...Cb Eqn 1 M2 W14X68 .611 0 1 .163 0 y 1 515.958 598.802 92.066 286.926 1....H1-1b 2 M3 W14X68 .611 0 1 .163 0 y 1 515.958 598.802 92.066 286.926 1....H1-1b RISA-3D Version 8.1.3 [D:\...\...\...\RET_550_1003 W Bishop St, Santa Ana\Analysis Files\SCC-2.r3d] Page 26 of 35 1003 W Bishop St - 1011187895/29/2024 1) CODE CHECK: Ucmax = < 2) DEFLECTION CHECK: dxe = in. Cd = I = * Dallow =0.02*H *12= Special Cantilever Steel Column =9.25 ft x12 =in. > = /0.7= in.O.K. ↑ASD Increase Factor Therefore: RISA RESULT IS OK USE: COLUMN 1003 W BISHOP ST 1.39 RETROFIT1 DRIFT CHECK dx = = dx I 1.39 = W14X68 1.986 0.02 PROJECT NO. 2.5 0.556 1.00 ; in. 0.02 x 2.22 Actual Defl. from RISA can get: 0.556 Cd*dxe 2.5 1.00 FOR CANTILEVER COLUMN 2 DATE:1/17/2024 from RISA can get: 0.611 1.0 OK Page 27 of 35 1003 W Bishop St - 1011187895/29/2024 CANTILEVER COLUMN- From Lateral Analysis can get total Shear Force Vx=kips (ASD) kips (LRFD) Ω=Special Cantilever Steel Column Full Length of Parking area Line: ft Unit Shear Force Vo = plf 1) Above Wall to Existing Joist Connection(ASD): Connection Cases: 1.solid members, 2. for connection to sheathing Use @ in O.C. Where Capacity = 595 lbs V1= 595 x (12 / 8) = plf Vo = plf O.K. 2) FL Sheathing Connection to Existing Beam(ASD): Connection Cases: 1.solid members, 2. for connection to sheathing Use @ in O.C. Where Capacity = 320 lbs V1= 320 x (12 / 8) = plf Vo = plf O.K. RETROFIT1 Shear Transfer DESIGN 480 >245 893 >245 Simpson A35 Case 2 8 1.25 Simpson A35 Case 1 8 Vx/L = 244.57 155.00 PROJECT NO.1003 W BISHOP ST DATE:1/17/2024 0:00 2 Global 37.91 54.2 Page 28 of 35 1003 W Bishop St - 1011187895/29/2024 1) CANTILEVER COLUMN- From Lateral Analysis can get the Shear Force Vx=kips Lt = Total Length of Grid Line=155 ft Unit Transfer Load = 245 plf Unit Transfer Load = 18954 plf Use Simpson CMST12, Capacity is 9215 lbs Number of Strap=V/Cap. =18159.05/ 9215= Say 1) Splice Plate Design (LRFD) : Use 3/8 inch THK w/ inch Wide w/ 6 inch Long Steel Plate as Drage Member Fy=36 ksi Fu=ksi Ag =in2 Ae= 0.8 An = 0.8(Ag-dbt) = in2 0.9A g F y =0.9x1.3125x36=kips 0.75A e F u =0.75x1.05x58=kips P n = min(0.9A g F y , 0.75A e F u ) =kips Ω0QE = Ω0V /ρ =/1.3=kips P n = kips O.K. 2) Drag Connection Design : Use Fillet Weid 1/4 inch fillet weld Vo=Unit Weld Strength=0.45*teFx=0.45x0.707x0.25x70=kips/inch V=Total Weld Strength=Vo*L*2= 5.5676x9.5 kips >V= kips O.K. Therefore: Use inch THK w/ 3.5 inch Wide w/ 6 inch Long Steel Plate w/1/4 inch fillet weld 5.568 52.89 25.94 3/8 RETROFIT1 Strap Drag DESIGN 1.05 42.53 45.68 42.525 25.9 <42.5 1.97 2.00 3.5 58 1.313 PROJECT NO.1003 W BISHOP ST DATE:1/17/2024 0:00 2 37.91 70.75 ft 0 17303 -1651 795 -18159 0 0 -20000 -15000 -10000 -5000 0 5000 10000 15000 20000 0 20 40 60 80 100 120 140 160 180 Shear Diagram 10 ft 74.25 Page 29 of 35 1003 W Bishop St - 1011187895/29/2024 CANTILEVER COLUMN- From Lateral Analysis can get total Shear Force Vx=kips (ASD) kips (LRFD) Ω=Special Cantilever Steel Column Full Length of Soft Story Line: ft Unit Shear Force Vo = plf 1) LAG /BOLT for DRAG DESIGN(ASD): Use SDS25412 @ 8 " O.C. Capacity is lbs V1= 672x(12/8)=plf Vo = plf O.K. 2) DRAG MEMBER DESIGN(LRFD): Use Steel Plate as Drag Member Fy= 36 ksi Fu= 58 ksi Ag =in2 Ae= 0.8 An = 0.8(Ag-dbt) = 0.75 in2 0.9A g F y =0.9x1x36= kips 0.75A e F u =0.75x0.75x58= kips P n = min(0.9A g F y , 0.75A e F u ) =kips QE = V =kips O.K. Therefore: Use 4x1/4 Steel Plate as Drag Member w/ SDS25412 @ 8 " O.C.1/4 RETROFIT1 Strap Drag DESIGN 32.4 32.6 32.4 18.16 <32.4 1008.00 >245 4x1/4 1 1.25 155 Vx/L 245 1/4 672 PROJECT NO.1003 W BISHOP ST DATE:1/17/2024 0:00 2 37.91 54.2 Page 30 of 35 1003 W Bishop St - 1011187895/29/2024 CANTILEVER COLUMN- From Lateral Analysis can get total Shear Force Vx=kips (ASD) kips (LRFD) Ω=Special Cantilever Steel Column ρ = Full Length of Soft Story Line: ft Unit Shear Force Vo = plf 1) LAG /BOLT for DRAG DESIGN(ASD): (N) 4 -3/4 " ᶲ Thru Bolts Capacity is lbs V1= 4542.4x4= Kips Vo = Kips O.K. 4542.4 Double Shear 18.17 >18.16 Vx/L 244.57 1.25 1.3 155 PROJECT NO.1003 W BISHOP ST DATE:1/17/2024 0:00 2 37.91 54.2 RETROFIT1 Strap Drag DESIGN Page 31 of 35 1003 W Bishop St - 1011187895/29/2024 CANTILEVER COLUMN- 1) ROOF LOADS:t/w = 8 ft. ((11.5ft/2)+2ft) = 15 psf +20 ft. =plf 2) 3RD FLOOR LOADS:t/w = 8 ft. = 0 psf +0 0.0 ft. = plf 3) 2ND FLOOR LOADS:t/w = 8 ft. = 15 psf +40 10.0 ft. = plf 4)= 15 psf x 8 =plf plf 10.00 ft WDL=(15+ 0+0+15+10)X7.75+(15X8)=plf WLL=(20 + 0+40)X7.75=plf ft R1:lbs R2: lbs 5) Earthquake LOADS: EL: =11701 lbs (from RISA Result)S DS = New SCC: Column: W14X68 Height= 9.25 ft Asection = in2 DL= kips LC#1: EQ =(1.0 + 0.14*SDS)*D + H + F + 0.7ρQE = (1+0.14*1.0344)*(4300+629)+0.7*1.3*(11701/1.3)= lbs LC#2: EQ =(1.0 + 0.105*SDS)*D + H + F + 0.75*L + 0.525*ρQE = (1+0.105*1.0344)*(4300+629)+0.75*4650+0.75*11701= lbs P=Max.(Total Wt., LC#1, LC#2)= lbs ALLOWABLE BEARING PRESSURE - 1,500 PSF (PER TABLE 1804.2) Also assume the pad is squared then can get; To Exsisting Pad: =(4300+ 4650)=lbs =ft2 = Area= 2.44 ft Say ft To New Pad: =11701 =ft2 Use 2.0 ft wide x 4 ft long x 12 inch deep pad Area of Pad=2*4= 8 ft2 >5.9 ft2 O.K. = = RETROFIT1 Area of Footing Area of Footing FOUNDATION DESIGN P (lbs.) Soil Bearing Capacity Area of Footing 2000 5.851 Soil Bearing Capacity Area of Footing 1500 5.967 Width of Footing 4 17343.8 17727.6 17727.59855 Total wt. (lbs.) 4300 4650 4650 1.034 20 0.629 SPAN = 430 465 10 4300 WT(WALL) ft. 120 WT =895 WT(DL+LL+Pati.) psf +psf x 7.75 503.8 WT(DL+LL+Pati.) psf +psf x 7.75 0 PROJECT NO.1003 W BISHOP ST DATE:1/17/2024 0:00 2 WT(DL+LL) psf x 7.8 271.3 ÷ √ ÷ CBC 20 & LABC 20 2 2 2 2 Page 32 of 35 1003 W Bishop St - 1011187895/29/2024 6) Uplift Check: Use Grade Beam: 24 inch wide x 24 inch deep Effective depth= inch Weight of GB= (24/12)*(24/12)*(7.5)*0.15*1000= lbs Weight of (E)PAD= 4*4*(12/12)*0.15*1000= lbs Weight of (N)PAD= 2*4*(12/12)*0.15*1000= lbs Weight of Existing Building=WDL= lbs Weight of Column= (0.629)*1000= lbs Weight of (E) FOOTING= 5.5*1.5*(24/12)*0.15*1000= lbs Total Weight= (4500+2400+1200+4300+629+2475)/1000= kips (0.9-0.14*SDS)*D + 0.7ρQE =(0.9-0.14*1.0344)*15.504-11.701= kips >0 O.K. 7) Sliding Check: Cohesion 0.13 ksf (E) PAD FTG L = 4 W = D = 1 # 22 (N) G.B. L = 60 W = D = 2 (N) PAD FTG L = 4 W = D = 1 # 1 Btm Area = 488 ft2 Cohesion = 63.4 kips > 15.5 kips (Half of Dead Load) Passive Soil Reaction 0.1 ksi (E) PAD FTG 0.5 X 1 X 0.1 X 1 X 4 X 22 = 4.4 kips (N) G.B. 0.5 X 2 X 0.1 X 2 X 2 = 0.4 kips (N) PAD FTG 0.5X (2+1)/2 X 0.1 X 1 X2 = 0.2 kips Total Passive Soil Reaction = 4.95 Total Capacity 68.4 > kips O.K. FOUNDATION DESIGNRETROFIT1 4 2 2.0 kips 37.9 1200 4300 629 2475 15.504 0.0074 1003 W BISHOP ST DATE:1/17/2024 0:00 21 4500 2400 PROJECT NO. Page 33 of 35 1003 W Bishop St - 1011187895/29/2024 PROJECT NO. DATE: b = 24 Ig =27648 in4 n = 8.73 h =24 d' = 3 Ec = d =21 =3321 ksi Neutral Axis = 12 in. f'c =3000 psi fy =60 ksi Es =29000 ksi Itr = 30195 in4 wc = 150 pcf No. of Bars: Strirrup Size:fr =7.5*(f'c)1.5 Mcr = fr*I/y Top 4 #3 411 psi 86 k-ft Bottom 4 smax =10.5 in Bar Size: c = 2.90 in.fs' = -2.92 ksi Top #7 smax =5.25 in Bottom #7 FMn =214.51 k-ft As =2.4 in2 Mu (RISA)=166.77 k-ft As' =2.4 in2 FVn =19.8 kip Asmin Met?YES Vu (RISA)=16.72 kip OK 10 in. A1 = 29.03 in2 F = 0.65 FBn = 48.12 Kips FBn x (d-a/2) x 2 Mn =158.52 k-ft fu = 65 ksi Shear:F = 0.65 Tension:F = 0.75 ø =0.5 in. FQnv =8.30 kip 4 0 0 2 0.00 kips Mn =0.00 k-ft 14.0 in. fu = 65 ksi Shear:F = 0.65 Tension:F = 0.75 ø =0.5 in. FQnv =8.30 kip 4 2 12 2 132.73 kips Mn =58.07 k-ft =216.59 k-ft 166.7714286 k-ft <216.59 k-ft OKTotal Moment Demand = RETROFIT1 Grade Beam Checks and Concrete Bearing Check # of Faces w/ Studs in Shear: Total Stud Capacity = Moment Capacity of Shear Studs on Flanges: n/2 x Col. Depth x Qnv Total Moment Capacity = C x (d-a/2) + n x d/2 x Qnv + n x Col Depth x Qnv Supplemental Shear Stud Anchors, Qn, @ Col. Flange FQnv = 0.65*Asa*Fu # of Studs in Vert. Column: # of Studs in Horiz. Row: Total Number of Studs, n = Total Stud Capacity = Moment Capacity of Shear Studs in Web:n/2 x d/2 x Qnv T/C Couple In OMF Column: Column Depth: FQnv = 0.65*Asa*Fu # of Studs in Vert. Column: # of Studs in Horiz. Row: Total Number of Studs, n = # of Faces w/ Studs in Shear: Bearing Capacity of Concrete, Bn: Per ACI 318-14 Sec. 22.8 Bn = (0.85*f'c*A1) Moment Capacity of Concrete at Col. Face: Supplemental Shear Stud Anchors, Qn, @ Col. Web Flange Width = 1003 W BISHOP ST 1/17/2024 Input Beam Parameters: wc^1.5 * 33 * √f'c Grade Beam T/C Capacity Close Tie Region Spacing Per ACI 318-11 21.5.3.2: FMn = 0.9*As*fy*[d-(0.85c/2)]+As'*fs'*(0.85c/2-d') Demand < Capacity T/C Couple In Grade Beam: Page 34 of 35 1003 W Bishop St - 1011187895/29/2024 Atb> 0.03f'cLebf/Fysr f'c 3000 psi Le 24 in bf 10 in Fysr 60000 psi Astud 0.196 in2 Total # 12 in2 Astuds 2.356 > Atb 0.360 in2 OK NOTE: DETAIL SHOWN FOR REFERENCE ONLY. FOR PROJECT SPECIFIC DETAIL, SEE PLANS. Req'd Vertical transfer reinforcement Mu Mu Tcol Ccol Cgb Tgb Top Row Ignored Col. Depth 6" Page 35 of 35 1003 W Bishop St - 1011187895/29/2024 SHEET TITLE: SHEET NUMBER: REVISIONS: SUBMITTAL: PLAN CHECK SUBMITTAL NOV.2023 SCALE:N.T.S. RETROFIT1 19326 VENTURA BLVD. TARZANA, CA 91356 TEL: (844) 473-8761 STRUCTURAL OBSERVATION NOTES: ENGINEER'S STATEMENT: PLOT PLAN NORTH AHJ STAMP APPROVAL BI S H O P S T . SI D E W A L K UP UPUP (E) TWO STORY APARTMENT BUILDING (NO WORK) (E) TWO STORY APARTMENT BUILDING INTERIOR N.I.C. Bldg# 101118789 APPROVALS: PLNG - HJacinto BLDG - CSG Consultants 1003 W Bishop St - 1011187895/29/2024 SHEET TITLE: SHEET NUMBER: REVISIONS: SUBMITTAL: PLAN CHECK SUBMITTAL NOV.2023 SCALE:1/16"=1'-0" RETROFIT1 19326 VENTURA BLVD. TARZANA, CA 91356 TEL:(844) 473-8761 AHJ STAMP APPROVAL NORTH EXISTING SITE PLAN & FIRST FLOOR PLAN NORTH EXISTING SECOND FLOOR PLAN BI S H O P S T . SI D E W A L K UP UPUP (E) TWO STORY APARTMENT BUILDING (NO WORK) DN DN (E) TWO STORY APARTMENT BUILDING (NO WORK) DN (E) TWO STORY APARTMENT BUILDING INTERIOR N.I.C. (E) TWO STORY APARTMENT BUILDING INTERIOR N.I.C. (E) TWO STORY APARTMENT BUILDING INTERIOR N.I.C. BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM 1003 W Bishop St - 1011187895/29/2024 SHEET TITLE: SHEET NUMBER: REVISIONS: SUBMITTAL: PLAN CHECK SUBMITTAL NOV.2023 SCALE:3/32"=1'-0" RETROFIT1 19326 VENTURA BLVD. TARZANA, CA 91356 TEL:(844) 473-8761 AHJ STAMP APPROVAL EXISTING NORTH ELEVATION EXISTING SOUTH ELEVATION EXISTING WEST ELEVATION EXISTING EAST ELEVATION SOFT STORY RETROFIT REQUIRED NOT A SOFT STORY NOT A SOFT STORY NOT A SOFT STORY SCC-1 SCC-2 1003 W Bishop St - 1011187895/29/2024 SHEET TITLE: SHEET NUMBER: REVISIONS: SUBMITTAL: PLAN CHECK SUBMITTAL NOV.2023 SCALE:N.T.S. ’’ RETROFIT1 19326 VENTURA BLVD. TARZANA, CA 91356 TEL:(844) 473-8761 AHJ STAMP APPROVAL 1003 W Bishop St - 1011187895/29/2024 INDICATES (E) STUD WALL INDICATES (E) 2X FLOOR JOISTS (V.I.F.) (N) 4X STUD WOOD WALL INDICATES (E) CONTINUOUS FOOTING (V.I.F.) GB-1 INDICATES (N) 24" WIDE X 24" DEEP GRADE BEAM W/ 4-#7 TOP & BOTTOM & #3 TIES @ 8" O.C. & @ 4" O.C. FOR CLOSE TIE REGION. F'C =3000 PSI, FY=60000 PSI INDICATES (N) 12" DEEP PAD FOOTING PER PLAN W/ #5 @ 9" @ BOTTOM E.W. (U.N.O.) INDICATES (E) PAD FOOTING MIN. 12" DEEP PER PLAN (V.I.F.) ENGINEER'S ATTENTION TO ADDRESS THE ACTUAL SITE CONDITION. B) CONTRACTOR TO FIELD VERIFY ALL FRAMING CONDITIONS PRIOR TO ORDERING MATERIALS & INSTALLING FRAMING MEMBERS. ALL DESCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER FOR RECOMMENDATIONS. NOTES: FOUNDATION PLAN & DETAILS ARE GENERATED BASED ON VISUAL INSPECTION & MEASUREMENT OF BUILDING CONTRACTOR MUST FIELD VERIFY ALL EXISTING FOOTINGS & OTHER STRUCTURAL MEMBERS & DETAILS SHOWN ON PLANS: A) IF SITE CONDITION DIFFERS FROM THE PROPOSED FRAMING AS SHOWN, SUCH CONDITION SHALL BROUGHT UP TO THE STRUCTURAL C) IF ANY WALL WITH PLYWOOD ARE DISCOVERED DURING DEMOLITION, CONTRACTOR IS TO CONTACT THE STRUCTURAL ENGINEER IMMEDIATELY FOR RECOMMENDATIONS. D) CONTRACTOR TO FIELD VERIFY SITE CONDITIONS & DIMENSIONS PRIOR INSTALLATION. DESCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER FOR RECOMMENDATIONS. E) FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY THE LADBS FOR (STRUCTURAL STEEL) (REINFORCING STEEL) CONTINUOUS INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED. F) LADBS LICENSED FABRICATOR IS REQUIRED FOR (STRUCTURAL STEEL) G) CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF WIND OR SEISMIC FORCE RESISTING SYSTEM/COMPONENT LISTED IN THE "STATEMENT OF SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE LADBS INSPECTORS AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT PER SeC. 1709.1 H) CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD WELDING, CONCRETE STRENGTH f'c>2500 psi. HIGH STRENGTH BOLTING, SPRAYED ON FIREPROOFING, ENGINEERED MASONRY, HIGH LIFT GROUTING, PRE- STRESSED CONCRETE, HIGH LOAD DIAPHRAGMS AND SPECIAL MOMENT-RESISTING CONCRETE FRAMES. I) IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOIL INVESTIGATION REPORT MAY BE REQUIRED. J) CONTRACTOR IS RESPONSIBLE FOR TEMPORARY SHORING DESIGN BY REGISTERED DESIGN ENGINEER. K) TEMPORARY SHORING NOT TO BE REMOVED UNTIL NEW FOUNDATION IS CAPABLE OF TAKE GRAVITY LOADS. L) GAS PIPES NOT ALLOWED IN GRADE BEAM UNLESS APPROVAL IS OBTAINED FROM GAS COMPANY. FOUNDATION PLAN NORTH FIRST FLOOR FRAMING PLAN NORTH SHEET TITLE: SHEET NUMBER: REVISIONS: SUBMITTAL: PLAN CHECK SUBMITTAL NOV.2023 SCALE:1/16"=1'-0" RETROFIT1 19326 VENTURA BLVD. TARZANA, CA 91356 TEL:(844) 473-8761 UP UPUP (E) TWO STORY APARTMENT BUILDING (NO WORK) (E) TWO STORY APARTMENT BUILDING INTERIOR N.I.C. UP UPUP (E) TWO STORY APARTMENT BUILDING (NO WORK) (E) TWO STORY APARTMENT BUILDING INTERIOR N.I.C. GB-1GB-1 1003 W Bishop St - 1011187895/29/2024 SHEET TITLE: SHEET NUMBER: REVISIONS: SUBMITTAL: PLAN CHECK SUBMITTAL NOV.2023 N.T.S. RETROFIT1 19326 VENTURA BLVD. TARZANA, CA 91356 TEL:(844) 473-8761 SCALE: 1003 W Bishop St - 1011187895/29/2024 YES NO INSTRUCTIONS: ORAN GE COUNTY FI RE AUTHORI TY Plan Submittal Criteria COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects and RESIDENTIAL TRACT developments ·Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place. ·Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section. ·If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA. ·In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations. ·Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602. Address Suite City Project Scope/Business Description 1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways, curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within 300 feet of an active or proposed oil well? Fire Master Plan (PR145) 2. Property is adjacent to a wildland area or non-irrigated native vegetation? Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124) 3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170) 4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475) 5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000 sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285) 6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card, button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520) 7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment; industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations? Special Equipment Plan (PR315, PR340-PR382) 8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240) 9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330) 10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335) Initial each of the following two items indicating that you have read and understand the statement: 11.*Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications. 12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327— Initials the building department will determine specific requirements. I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name Signature Phone Number ( )Date / / Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the appropriate plans and fees for OCFA review. 10-08-14 EE COM F.V F.V F.V 1003 W Bishop St - 1011187895/29/2024 O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Referral Form Required for OCFA to review plans upon the request of the Building Department when the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”. City / County Official Requesting Review: City / County Reference #: Date: __________________________________ City / County: _____________________________________ E-Mail: __________________________________ Contact Name: _____________________________________ Phone #: _________________________________ Title: _____________________________________ ** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. ** Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County : OCFA COMMENTS:  No further action required on this specific plan type, based on information provided on: ____/______/______.  Project to be taken in for OCFA Review. Other: Name: _________________________________________ Contact #: ______________________________________ Date: _________________________________ OCFA Authorization Updated: 06/02/2020 rs 1003 W Bishop St - 1011187895/29/2024 19326 Ventura Blvd Tarzana, CA 91356 1003 W BISHOP ST SANTA ANA, CA 92703 2023-550 1/17/2024 RETROFIT1 STRUCTURAL CALCULATIONS for SOFT-STORY RETROFIT DESIGN Page 1 of 35 1003 W Bishop St - 1011187895/29/2024 12/18/23, 11:08 AM U.S. Seismic Design Maps https://www.seismicmaps.org 1/2 USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error. USGS web services are now operational so this tool should work as expected. 1003 W Bishop St, Santa Ana, CA 92703, USA Latitude, Longitude: 33.7399723, -117.8787371 Date 12/18/2023, 11:08:54 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.293 MCER ground motion. (for 0.2 second period) S1 0.461 MCER ground motion. (for 1.0s period) SMS 1.552 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 1.034 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.548 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.657 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.293 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.392 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1RT 0.461 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.499 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.62 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.548 Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.929 Mapped value of the risk coefficient at short periods CR1 0.925 Mapped value of the risk coefficient at a period of 1 s CV 1.359 Vertical coefficient Page 2 of 35 1003 W Bishop St - 1011187895/29/2024 12/18/23, 11:08 AM U.S. Seismic Design Maps https://www.seismicmaps.org 2/2 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. 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Page 3 of 35 1003 W Bishop St - 1011187895/29/2024 CANTILEVER COLUMN- Seismic Load: Number of Story:2 (N)S DS =1.034 ρ =1.3 R= 2.50 Special Cantilever Steel Column I= 1 C d =2.5 Ω= 1.25 Roof DL: 20 psf 3rd Floor DL: 0 psf 2nd Floor DL: psf for Parking & 15 psf for Building Partition Load: 10 psf Exterior Wall: 15 psf Story Height: 9.0 ft(H) 1) Parking Area Trib. Area Considered Half (1/2) Length of Soft Story Line: ft(L1) Length of Cantilever:5.25 ft(B2) Width to next Grid Line: ft(B1) Trib. Area per FL: =((B1/2)+B2)xL1= ((19 /2)+ 5.25) x124.25=ft2 Weight of EXT. WL =Wo*H*(2*(B1/2+B2)+L1)*(N-1)*0.8= 15*9*(2*(9.5+5.25)+124.25)*(2-1)*0.8= lbs ↑ for Wall Opening Deduction Weight of RR, FL & Pati. =(RDL+3rd FDL+2nd FDL+Pati.x(N-1))xA= (20+0+20+10*(2-1))*1832.6875= lbs Total Weight = (16605 + 91634.38) = lbs V1=0.75ρ(SDS/RI)(Wtotal)=lbs (LRFD) (0.75 is Reduction Factor per LABC CH.93) lbs (ASD) Above all, the total load is V1+V2= (43665.498 + 0) = lbs (LRFD) lbs (ASD) From plan can get use 2 Special Cantilever Steel Column Vo = =V/n= (30565.8486 / 2)/1000 = kips (ASD used for Column Design)15.283 RETROFIT1 BASE SHEAR LOAD 43665.50 30565.85 43665.5 30565.8 124.3 19.00 1832.7 16605 91634.38 108239.38 PROJECT NO.1003 W BISHOP ST DATE: 1/17/2024 1 20 Page 4 of 35 1003 W Bishop St - 1011187895/29/2024 SCC-1 SK - 1 Jan 17, 2024 at 2:39 AM SCC-1 U.r3d N1 N3 N5 N2 N4 N6 RE24X8.4 W1 4 X 6 8 W1 4 X 6 8 15.283k 15.283k Y XZ Loads: BLC 3, SIESMIC LOAD Page 5 of 35 1003 W Bishop St - 1011187895/29/2024 Company : May 8, 2024 10:49 AMDesigner : Job Number : Checked By:_____ Model Name : SCC-1 (Global) Model Settings Display Sections for Member Calcs Max Internal Sections for Member Calcs Include Shear Deformation? Increase Nailing Capacity for Wind? Include Warping? Trans Load Btwn Intersecting Wood Wall? Area Load Mesh (in^2) Merge Tolerance (in) P-Delta Analysis Tolerance Include P-Delta for Walls? Automatically Iterate Stiffness for Walls? Max Iterations for Wall Stiffness Gravity Acceleration (ft/sec^2) Wall Mesh Size (in) Eigensolution Convergence Tol. (1.E-) Vertical Axis Global Member Orientation Plane Static Solver Dynamic Solver 5 97 Yes Yes Yes Yes 144 .12 0.50% Yes Yes 3 32.2 12 4 Y XZ Sparse Accelerated Accelerated Solver Hot Rolled Steel Code Adjust Stiffness? RISAConnection Code Cold Formed Steel Code Wood Code Wood Temperature Concrete Code Masonry Code Aluminum Code Stainless Steel Code Adjust Stiffness? AISC 15th(360-16): ASD Yes(Iterative) AISC 14th(360-10): ASD None AWC NDS-12: ASD < 100F ACI 318-1 ACI 530-11: ASD AA ADM1-10: ASD - Building AISC 14th(360-10): ASD Yes(Iterative) Number of Shear Regions Region Spacing Increment (in) Biaxial Column Method Parme Beta Factor (PCA) Concrete Stress Block Use Cracked Sections? Use Cracked Sections Slab? Bad Framing Warnings? Unused Force Warnings? Min 1 Bar Diam. Spacing? Concrete Rebar Set Min % Steel for Column Max % Steel for Column 4 4 Exact Integration .65 Rectangular Yes No No Yes No REBAR_SET_ASTMA615 1 8 RISA-3D Version 8.1.3 Page 1 [C:\...\...\...\...\...\...\...\Analysis Files\SCC-1 U.r3d] 9 Page 6 of 35 1003 W Bishop St - 1011187895/29/2024 Company : May 8, 2024 10:49 AMDesigner : Job Number : Checked By:_____ Model Name : SCC-1 (Global) Model Settings, Continued Seismic Code Seismic Base Elevation (ft) Add Base Weight? Ct X Ct Z T X (sec) T Z (sec) R X R Z Ct Exp. X Ct Exp. Z SD1 SDS S1 TL (sec) Risk Cat Drift Cat ASCE 7-16 Not Entered Yes .02 .02 Not Entered Not Entered 3 3 .75 .75 1 1 1 5 I or II Other Om Z Om X Cd Z Cd X Rho Z Rho X 1 1 4 4 1 1 Footing Overturning Safety Factor Optimize for OTM/Sliding Check Concrete Bearing Footing Concrete Weight (k/ft^3) Footing Concrete f'c (ksi) Footing Concrete Ec (ksi) Lambda Footing Steel fy (ksi) Minimum Steel Maximum Steel Footing Top Bar Footing Top Bar Cover (in) Footing Bottom Bar Footing Bottom Bar Cover (in) Pedestal Bar Pedestal Bar Cover (in) Pedestal Ties 1 No No 0 4 3644 1 60 0.0018 0.0075 #3 2 #3 3.5 #3 1.5 #3 Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm (/1E...Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 .3 .65 .49 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .49 46 1.4 58 1.3 And so on... Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 COLUMN W14X68 Column Wide Flange A992 Typical 20 121 722 3.01 RISA-3D Version 8.1.3 [C:\...\...\...\...\...\...\...\Analysis Files\SCC-1 U.r3d] Page 7 of 35 1003 W Bishop St - 1011187895/29/2024 Company : Jan 17, 2024 2:50 AMDesigner : Job Number : Checked By:_____ Model Name : SCC-1 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 COLUMN W14X68 Column Wide Flange A992 Typical 20 121 722 3.01 General Section Sets Label Shape Type Material A [in2] Iyy [in4] Izz [in4] J [in4] 1 GB RE24X8.4 Beam gen_Conc3NW 201.6 1185.408 9676.8 3696.102 2 RIGID None RIGID 1e+6 1e+6 1e+6 1e+6 Concrete Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 CONC1A CRECT30X8...Beam Rectangular Conc3000NW Typical 252 1481.76 18900 4881.51 Design Size and Code Check Parameters Label Max Depth[in] Min Depth[in] Max Width[in] Min Width[in] Max Bending Chk Max Shear Chk 1 Typical 1 1 2 DR1 1 1 3 DR1_1 1 1 4 DR1_2 1 1 5 DR1_3 1 1 And so on... Connection Rules Label Conn Type Type Beam Conn Col/Girder Conn 1 Col/Bm Clip Angle Shear Column/Beam Clip Double Angle Shear Welded Bolted 2 Col/Bm Shear Tab Shear Column/Beam Shear Tab Shear Bolted N/A 3 Girder/Bm Clip Angle Shear Girder/Beam Clip Single Angle Shear Welded Bolted 4 Girder/Bm Shear Tab Shear Girder/Beam Shear Tab Shear Bolted N/A 5 Flange Plate Moment Moment Column/Beam Flange Plate Moment Bolted N/A And so on... Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap... 1 N1 10.25 10 0 0 2 N3 20.25 10 0 0 3 N5 30 0 0 0 4 N2 0 0 0 0 5 N4 10.25 0 0 0 And so on... Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] 1 N1 Reaction 2 N5 Reaction Reaction Reaction 3 N2 Reaction Reaction Reaction 4 N3 Reaction RISA-3D Version 8.1.3 [D:\...\...\...\...\Analysis Files\SCC-1 U.r3d] Page 8 of 35 1003 W Bishop St - 1011187895/29/2024 Company : Jan 17, 2024 2:50 AMDesigner : Job Number : Checked By:_____ Model Name : SCC-1 Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft] Lcomp bot[ft] L-torqu... Kyy Kzz Cb Function 1 M2 COLUMN 10 Lateral 2 M3 COLUMN 10 Lateral Member Point Loads Member Label Direction Magnitude[k,k-ft] Location[ft,%] No Data to Print ... Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P... 1 DEAD LOAD DL -1 2 LIVE LOAD LL -1 3 SIESMIC LOAD EL 2 And so on... Load Combinations Description Sol...PD...SR...BLC Fact...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact...BLC Fact...BLCFact...BLCFact...BLC Fact... 1 EL (streng...Yes Y EL 1 2 EL/1.3 Yes Y EL .77 Envelope Joint Reactions Joint X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 1 N1 max 0 2 0 2 0 2 0 2 0 2 0 2 2 min 0 1 0 1 0 1 0 1 0 1 0 1 3 N5 max -11.964 2 10.191 1 0 2 0 2 0 2 0 2 4 min -15.538 1 7.847 2 0 1 0 1 0 1 0 1 5 N2 max -11.572 2 -7.847 2 0 2 0 2 0 2 0 2 And so on... Envelope Joint Displacements Joint X [in] LC Y [in] LC Z [in] LC X Rotation ... LC Y Rotation ... LC Z Rotation [... LC 1 N1 max .703 1 .066 1 0 2 0 2 0 2 0 2 2 min .541 2 .051 2 0 1 0 1 0 1 0 1 3 N3 max .716 1 -.024 2 0 2 0 2 0 2 0 2 4 min .552 2 -.031 1 0 1 0 1 0 1 0 1 5 N5 max 0 2 0 2 0 2 0 2 0 2 9.808e-4 1 And so on... Envelope Member Section Forces Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-... LC y-y Mome... LC z-z Mome... LC 1 M1 1 max 15.538 1 10.198 1 0 2 0 2 0 2 0 2 2 min 11.964 2 7.851 2 0 1 0 1 0 1 0 1 3 2 max 15.538 1 10.198 1 0 2 0 2 0 2 -58.879 2 4 min 11.964 2 7.851 2 0 1 0 1 0 1 -76.482 1 5 3 max .255 1 10.191 1 0 2 0 2 0 2 -.058 2 And so on... RISA-3D Version 8.1.3 [D:\...\...\...\...\Analysis Files\SCC-1 U.r3d] Page 9 of 35 1003 W Bishop St - 1011187895/29/2024 Company : Jan 17, 2024 2:50 AMDesigner : Job Number : Checked By:_____ Model Name : SCC-1 Envelope AISC 14th(360-10): ASD Steel Code Checks Member Shape Code C... Loc[ft] LC Shear ... Loc[ft] Dir LC Pnc/om [k] Pnt/om [k] Mnyy/om ...Mnzz/om ...Cb Eqn 1 M2 W14X68 .533 0 1 .132 0 y 1 503.156 598.802 92.066 286.926 1....H1-1b 2 M3 W14X68 .533 0 1 .132 0 y 1 503.156 598.802 92.066 286.926 1....H1-1b RISA-3D Version 8.1.3 [D:\...\...\...\...\Analysis Files\SCC-1 U.r3d] Page 10 of 35 1003 W Bishop St - 1011187895/29/2024 1) CODE CHECK: Ucmax = < 2) DEFLECTION CHECK: dxe = in. Cd = I = * Dallow =0.02*H *12= Special Cantilever Steel Column =10.00 ft x12 =in. > = /0.7= in.O.K. ↑ASD Increase Factor Therefore: RISA RESULT IS OK USE: COLUMN 1003 W BISHOP ST 1.38 RETROFIT1 DRIFT CHECK dx = = dx I 1.38 = W14X68 1.971 0.02 PROJECT NO. 2.5 0.552 1.00 ; in. 0.02 x 2.40 Actual Defl. from RISA can get: 0.552 Cd*dxe 2.5 1.00 FOR CANTILEVER COLUMN 1 DATE:1/17/2024 from RISA can get: 0.533 1.0 OK Page 11 of 35 1003 W Bishop St - 1011187895/29/2024 CANTILEVER COLUMN- From Lateral Analysis can get total Shear Force Vx=kips (ASD) kips (LRFD) Ω=Special Cantilever Steel Column Full Length of Parking area Line: ft Unit Shear Force Vo = plf 1) Above Wall to Existing Joist Connection(ASD): Connection Cases: 1.solid members, 2. for connection to sheathing Use @ in O.C. Where Capacity = 595 lbs V1= 595 x (12 / 8) = plf Vo = plf O.K. 2) FL Sheathing Connection to Existing Beam(ASD): Connection Cases: 1.solid members, 2. for connection to sheathing Use @ in O.C. Where Capacity = 320 lbs V1= 320 x (12 / 8) = plf Vo = plf O.K. RETROFIT1 Shear Transfer DESIGN 480 >246 893 >246 Simpson A35 Case 2 8 1.25 Simpson A35 Case 1 8 Vx/L = 246.00 124.25 PROJECT NO.1003 W BISHOP ST DATE:1/17/2024 0:00 1 Global 30.57 43.7 Page 12 of 35 1003 W Bishop St - 1011187895/29/2024 1) CANTILEVER COLUMN- From Lateral Analysis can get the Shear Force Vx=kips Lt = Total Length of Grid Line=124.25 ft Unit Transfer Load = 246 plf Unit Transfer Load = 15283 plf Use Simpson CMST12, Capacity is 9215 lbs Number of Strap=V/Cap. =18142.71/ 9215= Say 1) Splice Plate Design (LRFD) : Use 3/8 inch THK w/ inch Wide w/ 6 inch Long Steel Plate as Drage Member Fy=36 ksi Fu=ksi Ag =in2 Ae= 0.8 An = 0.8(Ag-dbt) = in2 0.9A g F y =0.9x1.3125x36=kips 0.75A e F u =0.75x1.05x58=kips P n = min(0.9A g F y , 0.75A e F u ) =kips Ω0QE = Ω0V /ρ =/1.3=kips P n = kips O.K. 2) Drag Connection Design : Use Fillet Weid 1/4 inch fillet weld Vo=Unit Weld Strength=0.45*teFx=0.45x0.707x0.25x70=kips/inch V=Total Weld Strength=Vo*L*2= 5.5676x9.5 kips >V= kips O.K. Therefore: Use inch THK w/ 3.5 inch Wide w/ 6 inch Long Steel Plate w/1/4 inch fillet weld 5.568 52.89 25.92 3/8 RETROFIT1 Strap Drag DESIGN 1.05 42.53 45.68 42.525 25.9 <42.5 1.97 2.00 3.5 58 1.313 PROJECT NO.1003 W BISHOP ST DATE:1/17/2024 0:00 1 30.57 40.25 ft 0 9902 -5381 -2860 -18143 0 0 -20000 -15000 -10000 -5000 0 5000 10000 15000 0 20 40 60 80 100 120 140 Shear Diagram 10.25 ft 73.75 Page 13 of 35 1003 W Bishop St - 1011187895/29/2024 CANTILEVER COLUMN- From Lateral Analysis can get total Shear Force Vx=kips (ASD) kips (LRFD) Ω=Special Cantilever Steel Column Full Length of Soft Story Line: ft Unit Shear Force Vo = plf 1) LAG /BOLT for DRAG DESIGN(ASD): Use SDS25412 @ 8 " O.C. Capacity is lbs V1= 672x(12/8)=plf Vo = plf O.K. 2) DRAG MEMBER DESIGN(LRFD): Use Steel Plate as Drag Member Fy= 36 ksi Fu= 58 ksi Ag =in2 Ae= 0.8 An = 0.8(Ag-dbt) = 0.75 in2 0.9A g F y =0.9x1x36= kips 0.75A e F u =0.75x0.75x58= kips P n = min(0.9A g F y , 0.75A e F u ) =kips QE = V =kips O.K. Therefore: Use 4x1/4 Steel Plate as Drag Member w/ SDS25412 @ 8 " O.C.1/4 RETROFIT1 Strap Drag DESIGN 32.4 32.6 32.4 18.14 <32.4 1008.00 >246 4x1/4 1 1.25 124 Vx/L 246 1/4 672 PROJECT NO.1003 W BISHOP ST DATE:1/17/2024 0:00 1 30.57 43.7 Page 14 of 35 1003 W Bishop St - 1011187895/29/2024 CANTILEVER COLUMN- From Lateral Analysis can get total Shear Force Vx=kips (ASD) kips (LRFD) Ω=Special Cantilever Steel Column ρ = Full Length of Soft Story Line: ft Unit Shear Force Vo = plf 1) LAG /BOLT for DRAG DESIGN(ASD): (N) 4 -3/4 " ᶲ Thru Bolts Capacity is lbs V1= 4542.4x4= Kips Vo = Kips O.K. 4542.4 Double Shear 18.17 >18.1 Vx/L 246 1.25 1.3 124.25 PROJECT NO.1003 W BISHOP ST DATE:1/17/2024 0:00 1 30.57 43.7 RETROFIT1 Strap Drag DESIGN Page 15 of 35 1003 W Bishop St - 1011187895/29/2024 CANTILEVER COLUMN- 1) ROOF LOADS:t/w = 8 ft. ((11.5ft/2)+2ft) = 15 psf +20 ft. =plf 2) 3RD FLOOR LOADS:t/w = 8 ft. = 0 psf +0 0.0 ft. = plf 3) 2ND FLOOR LOADS:t/w = 8 ft. = 15 psf +40 10.0 ft. = plf 4)= 15 psf x 8 =plf plf 10.00 ft WDL=(15+ 0+0+15+10)X7.75+(15X8)=plf WLL=(20 + 0+40)X7.75=plf ft R1:lbs R2: lbs 5) Earthquake LOADS: EL: =10198 lbs (from RISA Result)S DS = New SCC: Column: W14X68 Height= 10 ft Asection = in2 DL= kips LC#1: EQ =(1.0 + 0.14*SDS)*D + H + F + 0.7ρQE = (1+0.14*1.0344)*(4300+680)+0.7*1.3*(10198/1.3)= lbs LC#2: EQ =(1.0 + 0.105*SDS)*D + H + F + 0.75*L + 0.525*ρQE = (1+0.105*1.0344)*(4300+680)+0.75*4650+0.75*10198= lbs P=Max.(Total Wt., LC#1, LC#2)= lbs ALLOWABLE BEARING PRESSURE - 1,500 PSF (PER CBC 20 & LABC 20 TABLE 1804.2) Also assume the pad is squared then can get; To Exsisting Pad: =(4300+ 4650)=lbs =ft2 = Area= 2.44 ft Say ft To New Pad: =10198 =ft2 Use 2.0 ft wide x 4 ft long x 12 inch deep pad Area of Pad=2*4= 8 ft2 >5.1 ft2 O.K. = = RETROFIT1 Area of Footing Area of Footing FOUNDATION DESIGN P (lbs.) Soil Bearing Capacity Area of Footing 2000 5.099 Soil Bearing Capacity Area of Footing 1500 5.967 Width of Footing 4 15899.2 16656.9 16656.88776 Total wt. (lbs.) 4300 4650 4650 1.034 20 0.68 SPAN = 430 465 10 4300 WT(WALL) ft. 120 WT =895 WT(DL+LL+Pati.) psf +psf x 7.75 503.8 WT(DL+LL+Pati.) psf +psf x 7.75 0 PROJECT NO.1003 W BISHOP ST DATE:1/17/2024 0:00 1 WT(DL+LL) psf x 7.8 271.3 ÷ √ ÷ 2 2 2 2 Page 16 of 35 1003 W Bishop St - 1011187895/29/2024 6) Uplift Check: Use Grade Beam: 24 inch wide x 24 inch deep Effective depth= inch Weight of GB= (24/12)*(24/12)*(15)*0.15*1000= lbs Weight of (E)PAD= 4*4*(12/12)*0.15*1000= lbs Weight of (N)PAD= 2*4*(12/12)*0.15*1000= lbs Weight of Existing Building=WDL= lbs Weight of Column= (0.68)*1000= lbs Total Weight= (9000+2400+1200+4300+680+0)/1000= kips (0.9-0.14*SDS)*D + 0.7ρQE =(0.9-0.14*1.0344)*17.58-10.198= kips >0 O.K. 7) Sliding Check: Cohesion 0.13 ksf (E) PAD FTG L = 4 W = D = 1 # 22 (N) G.B. L = 120 W = D = 2 (N) PAD FTG L = 4 W = D = 1 # 1 Btm Area = 608 ft2 Cohesion = 79 kips > 17.6 kips (Half of Dead Load) Passive Soil Reaction 0.1 ksi (E) PAD FTG 0.5 X 1 X 0.1 X 1 X 4 X 22 = 4.4 kips (N) G.B. 0.5 X 2 X 0.1 X 2 X 2 = 0.4 kips (N) PAD FTG 0.5X (2+1)/2 X 0.1 X 1 X2 = 0.2 kips Total Passive Soil Reaction = 4.95 Total Capacity 84 > kips O.K. FOUNDATION DESIGNRETROFIT1 4 2 2.0 kips 30.6 1200 4300 680 17.58 3.0781 1003 W BISHOP ST DATE:1/17/2024 0:00 21 9000 2400 PROJECT NO. Page 17 of 35 1003 W Bishop St - 1011187895/29/2024 PROJECT NO. DATE: b = 24 Ig =27648 in4 n = 8.73 h =24 d' = 3 Ec = d =21 =3321 ksi Neutral Axis = 12 in. f'c =3000 psi fy =60 ksi Es =29000 ksi Itr = 30195 in4 wc = 150 pcf No. of Bars: Strirrup Size:fr =7.5*(f'c)1.5 Mcr = fr*I/y Top 4 #3 411 psi 86 k-ft Bottom 4 smax =10.5 in Bar Size: c = 2.90 in.fs' = -2.92 ksi Top #7 smax =5.25 in Bottom #7 FMn =214.51 k-ft As =2.4 in2 Mu (RISA)=145.43 k-ft As' =2.4 in2 FVn =19.8 kip Asmin Met?YES Vu (RISA)=14.57 kip OK 10 in. A1 = 29.03 in2 F = 0.65 FBn = 48.12 Kips FBn x (d-a/2) x 2 Mn =158.52 k-ft fu = 65 ksi Shear:F = 0.65 Tension:F = 0.75 ø =0.5 in. FQnv =8.30 kip 4 0 0 2 0.00 kips Mn =0.00 k-ft 14.0 in. fu = 65 ksi Shear:F = 0.65 Tension:F = 0.75 ø =0.5 in. FQnv =8.30 kip 4 2 12 2 132.73 kips Mn =58.07 k-ft =216.59 k-ft 145.4285714 k-ft <216.59 k-ft OKTotal Moment Demand = RETROFIT1 Grade Beam Checks and Concrete Bearing Check # of Faces w/ Studs in Shear: Total Stud Capacity = Moment Capacity of Shear Studs on Flanges: n/2 x Col. Depth x Qnv Total Moment Capacity = C x (d-a/2) + n x d/2 x Qnv + n x Col Depth x Qnv Supplemental Shear Stud Anchors, Qn, @ Col. Flange FQnv = 0.65*Asa*Fu # of Studs in Vert. Column: # of Studs in Horiz. Row: Total Number of Studs, n = Total Stud Capacity = Moment Capacity of Shear Studs in Web:n/2 x d/2 x Qnv T/C Couple In OMF Column: Column Depth: FQnv = 0.65*Asa*Fu # of Studs in Vert. Column: # of Studs in Horiz. Row: Total Number of Studs, n = # of Faces w/ Studs in Shear: Bearing Capacity of Concrete, Bn: Per ACI 318-14 Sec. 22.8 Bn = (0.85*f'c*A1) Moment Capacity of Concrete at Col. Face: Supplemental Shear Stud Anchors, Qn, @ Col. Web Flange Width = 1003 W BISHOP ST 1/17/2024 Input Beam Parameters: wc^1.5 * 33 * √f'c Grade Beam T/C Capacity Close Tie Region Spacing Per ACI 318-11 21.5.3.2: FMn = 0.9*As*fy*[d-(0.85c/2)]+As'*fs'*(0.85c/2-d') Demand < Capacity T/C Couple In Grade Beam: Page 18 of 35 1003 W Bishop St - 1011187895/29/2024 Atb> 0.03f'cLebf/Fysr f'c 3000 psi Le 24 in bf 10 in Fysr 60000 psi Astud 0.196 in2 Total # 12 in2 Astuds 2.356 > Atb 0.360 in2 OK NOTE: DETAIL SHOWN FOR REFERENCE ONLY. FOR PROJECT SPECIFIC DETAIL, SEE PLANS. Req'd Vertical transfer reinforcement Mu Mu Tcol Ccol Cgb Tgb Top Row Ignored Col. Depth 6" Page 19 of 35 1003 W Bishop St - 1011187895/29/2024 CANTILEVER COLUMN- Seismic Load: Number of Story:2 (N)S DS =1.034 ρ =1.3 R= 2.50 Special Cantilever Steel Column I= 1 C d =2.5 Ω= 1.25 Roof DL: 20 psf 3rd Floor DL: 0 psf 2nd Floor DL: psf for Parking & 15 psf for Building Partition Load: 10 psf Exterior Wall: 15 psf Story Height: 9.0 ft(H) 1) Parking Area Trib. Area Considered Half (1/2) Length of Soft Story Line: ft(L1) Length of Cantilever:5.25 ft(B2) Width to next Grid Line: ft(B1) Trib. Area per FL: =((B1/2)+B2)xL1= ((19 /2)+ 5.25) x155=ft2 Weight of EXT. WL =Wo*H*(2*(B1/2+B2)+L1)*(N-1)*0.8= 15*9*(2*(9.5+5.25)+155)*(2-1)*0.8= lbs ↑ for Wall Opening Deduction Weight of RR, FL & Pati. =(RDL+3rd FDL+2nd FDL+Pati.x(N-1))xA= (20+0+20+10*(2-1))*2286.25= lbs Total Weight = (19926 + 114312.5) = lbs V1=0.75ρ(SDS/RI)(Wtotal)=lbs (LRFD) (0.75 is Reduction Factor per LABC CH.93) lbs (ASD) Above all, the total load is V1+V2= (54153.959 + 0) = lbs (LRFD) lbs (ASD) From plan can get use 2 Special Cantilever Steel Column Vo = =V/n= (37907.7713 / 2)/1000 = kips (ASD used for Column Design)18.954 RETROFIT1 BASE SHEAR LOAD 54153.96 37907.77 54154 37907.8 155 19.00 2286.3 19926 114312.5 134238.5 PROJECT NO.1003 W BISHOP ST DATE: 1/17/2024 2 20 Page 20 of 35 1003 W Bishop St - 1011187895/29/2024 SCC-2 SK - 1 Jan 17, 2024 at 2:43 AM SCC-2.r3d N1 N3 N5 N2 N4 N6 RE24X8.4 W1 4 X 6 8 W1 4 X 6 8 18.954k 18.954k Y XZ Loads: LC 1, EL (strength) Page 21 of 35 1003 W Bishop St - 1011187895/29/2024 Company : May 8, 2024 10:49 AMDesigner : Job Number : Checked By:_____ Model Name : SCC-1 (Global) Model Settings Display Sections for Member Calcs Max Internal Sections for Member Calcs Include Shear Deformation? Increase Nailing Capacity for Wind? Include Warping? Trans Load Btwn Intersecting Wood Wall? Area Load Mesh (in^2) Merge Tolerance (in) P-Delta Analysis Tolerance Include P-Delta for Walls? Automatically Iterate Stiffness for Walls? Max Iterations for Wall Stiffness Gravity Acceleration (ft/sec^2) Wall Mesh Size (in) Eigensolution Convergence Tol. (1.E-) Vertical Axis Global Member Orientation Plane Static Solver Dynamic Solver 5 97 Yes Yes Yes Yes 144 .12 0.50% Yes Yes 3 32.2 12 4 Y XZ Sparse Accelerated Accelerated Solver Hot Rolled Steel Code Adjust Stiffness? RISAConnection Code Cold Formed Steel Code Wood Code Wood Temperature Concrete Code Masonry Code Aluminum Code Stainless Steel Code Adjust Stiffness? AISC 15th(360-16): ASD Yes(Iterative) AISC 14th(360-10): ASD None AWC NDS-12: ASD < 100F ACI 318-1 ACI 530-11: ASD AA ADM1-10: ASD - Building AISC 14th(360-10): ASD Yes(Iterative) Number of Shear Regions Region Spacing Increment (in) Biaxial Column Method Parme Beta Factor (PCA) Concrete Stress Block Use Cracked Sections? Use Cracked Sections Slab? Bad Framing Warnings? Unused Force Warnings? Min 1 Bar Diam. Spacing? Concrete Rebar Set Min % Steel for Column Max % Steel for Column 4 4 Exact Integration .65 Rectangular Yes No No Yes No REBAR_SET_ASTMA615 1 8 RISA-3D Version 8.1.3 [C:\...\...\...\...\...\...\...\Analysis Files\SCC-1 U.r3d] 9 Page 22 of 35 1003 W Bishop St - 1011187895/29/2024 Company : May 8, 2024 10:49 AMDesigner : Job Number : Checked By:_____ Model Name : SCC-1 (Global) Model Settings, Continued Seismic Code Seismic Base Elevation (ft) Add Base Weight? Ct X Ct Z T X (sec) T Z (sec) R X R Z Ct Exp. X Ct Exp. Z SD1 SDS S1 TL (sec) Risk Cat Drift Cat ASCE 7-16 Not Entered Yes .02 .02 Not Entered Not Entered 3 3 .75 .75 1 1 1 5 I or II Other Om Z Om X Cd Z Cd X Rho Z Rho X 1 1 4 4 1 1 Footing Overturning Safety Factor Optimize for OTM/Sliding Check Concrete Bearing Footing Concrete Weight (k/ft^3) Footing Concrete f'c (ksi) Footing Concrete Ec (ksi) Lambda Footing Steel fy (ksi) Minimum Steel Maximum Steel Footing Top Bar Footing Top Bar Cover (in) Footing Bottom Bar Footing Bottom Bar Cover (in) Pedestal Bar Pedestal Bar Cover (in) Pedestal Ties 1 No No 0 4 3644 1 60 0.0018 0.0075 #3 2 #3 3.5 #3 1.5 #3 Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm (/1E...Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 .3 .65 .49 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .49 46 1.4 58 1.3 And so on... Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 COLUMN W14X68 Column Wide Flange A992 Typical 20 121 722 3.01 RISA-3D Version 8.1.3 [C:\...\...\...\...\...\...\...\Analysis Files\SCC-1 U.r3d] Page 23 of 35 1003 W Bishop St - 1011187895/29/2024 Company : Jan 17, 2024 2:48 AMDesigner : Job Number : Checked By:_____ Model Name : SCC-2 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 COLUMN W14X68 Column Wide Flange A992 Typical 20 121 722 3.01 General Section Sets Label Shape Type Material A [in2] Iyy [in4] Izz [in4] J [in4] 1 GB RE24X8.4 Beam gen_Conc3NW 201.6 1185.408 9676.8 3696.102 2 RIGID None RIGID 1e+6 1e+6 1e+6 1e+6 Concrete Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 CONC1A CRECT30X8...Beam Rectangular Conc3000NW Typical 252 1481.76 18900 4881.51 Design Size and Code Check Parameters Label Max Depth[in] Min Depth[in] Max Width[in] Min Width[in] Max Bending Chk Max Shear Chk 1 Typical 1 1 2 DR1 1 1 3 DR1_1 1 1 4 DR1_2 1 1 5 DR1_3 1 1 And so on... Connection Rules Label Conn Type Type Beam Conn Col/Girder Conn 1 Col/Bm Clip Angle Shear Column/Beam Clip Double Angle Shear Welded Bolted 2 Col/Bm Shear Tab Shear Column/Beam Shear Tab Shear Bolted N/A 3 Girder/Bm Clip Angle Shear Girder/Beam Clip Single Angle Shear Welded Bolted 4 Girder/Bm Shear Tab Shear Girder/Beam Shear Tab Shear Bolted N/A 5 Flange Plate Moment Moment Column/Beam Flange Plate Moment Bolted N/A And so on... Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap... 1 N1 10.25 9.25 0 0 2 N3 20.25 9.25 0 0 3 N5 30 0 0 0 4 N2 0 0 0 0 5 N4 10.25 0 0 0 And so on... Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] 1 N1 Reaction 2 N5 Reaction Reaction Reaction 3 N2 Reaction Reaction Reaction 4 N3 Reaction RISA-3D Version 8.1.3 [D:\...\...\...\RET_550_1003 W Bishop St, Santa Ana\Analysis Files\SCC-2.r3d] Page 24 of 35 1003 W Bishop St - 1011187895/29/2024 Company : Jan 17, 2024 2:48 AMDesigner : Job Number : Checked By:_____ Model Name : SCC-2 Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft] Lcomp bot[ft] L-torqu... Kyy Kzz Cb Function 1 M2 COLUMN 9.25 Lateral 2 M3 COLUMN 9.25 Lateral Member Point Loads Member Label Direction Magnitude[k,k-ft] Location[ft,%] No Data to Print ... Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P... 1 DEAD LOAD DL -1 2 LIVE LOAD LL -1 3 SIESMIC LOAD EL 2 And so on... Load Combinations Description Sol...PD...SR...BLC Fact...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact...BLC Fact...BLCFact...BLCFact...BLC Fact... 1 EL (streng...Yes Y EL 1 2 EL/1.3 Yes Y EL .77 Envelope Joint Reactions Joint X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 1 N1 max 0 2 0 2 0 2 0 2 0 2 0 2 2 min 0 1 0 1 0 1 0 1 0 1 0 1 3 N5 max -14.838 2 11.692 1 0 2 0 2 0 2 0 2 4 min -19.27 1 9.002 2 0 1 0 1 0 1 0 1 5 N2 max -14.351 2 -9.002 2 0 2 0 2 0 2 0 2 And so on... Envelope Joint Displacements Joint X [in] LC Y [in] LC Z [in] LC X Rotation ... LC Y Rotation ... LC Z Rotation [... LC 1 N1 max .707 1 .075 1 0 2 0 2 0 2 0 2 2 min .544 2 .058 2 0 1 0 1 0 1 0 1 3 N3 max .722 1 -.027 2 0 2 0 2 0 2 0 2 4 min .556 2 -.035 1 0 1 0 1 0 1 0 1 5 N5 max 0 2 0 2 0 2 0 2 0 2 1.126e-3 1 And so on... Envelope Member Section Forces Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-... LC y-y Mome... LC z-z Mome... LC 1 M1 1 max 19.27 1 11.701 1 0 2 0 2 0 2 0 2 2 min 14.838 2 9.007 2 0 1 0 1 0 1 0 1 3 2 max 19.27 1 11.701 1 0 2 0 2 0 2 -67.556 2 4 min 14.838 2 9.007 2 0 1 0 1 0 1 -87.757 1 5 3 max .316 1 11.691 1 0 2 0 2 0 2 -.082 2 And so on... RISA-3D Version 8.1.3 [D:\...\...\...\RET_550_1003 W Bishop St, Santa Ana\Analysis Files\SCC-2.r3d] Page 25 of 35 1003 W Bishop St - 1011187895/29/2024 Company : Jan 17, 2024 2:48 AMDesigner : Job Number : Checked By:_____ Model Name : SCC-2 Envelope AISC 14th(360-10): ASD Steel Code Checks Member Shape Code C... Loc[ft] LC Shear ... Loc[ft] Dir LC Pnc/om [k] Pnt/om [k] Mnyy/om ...Mnzz/om ...Cb Eqn 1 M2 W14X68 .611 0 1 .163 0 y 1 515.958 598.802 92.066 286.926 1....H1-1b 2 M3 W14X68 .611 0 1 .163 0 y 1 515.958 598.802 92.066 286.926 1....H1-1b RISA-3D Version 8.1.3 [D:\...\...\...\RET_550_1003 W Bishop St, Santa Ana\Analysis Files\SCC-2.r3d] Page 26 of 35 1003 W Bishop St - 1011187895/29/2024 1) CODE CHECK: Ucmax = < 2) DEFLECTION CHECK: dxe = in. Cd = I = * Dallow =0.02*H *12= Special Cantilever Steel Column =9.25 ft x12 =in. > = /0.7= in.O.K. ↑ASD Increase Factor Therefore: RISA RESULT IS OK USE: COLUMN 1003 W BISHOP ST 1.39 RETROFIT1 DRIFT CHECK dx = = dx I 1.39 = W14X68 1.986 0.02 PROJECT NO. 2.5 0.556 1.00 ; in. 0.02 x 2.22 Actual Defl. from RISA can get: 0.556 Cd*dxe 2.5 1.00 FOR CANTILEVER COLUMN 2 DATE:1/17/2024 from RISA can get: 0.611 1.0 OK Page 27 of 35 1003 W Bishop St - 1011187895/29/2024 CANTILEVER COLUMN- From Lateral Analysis can get total Shear Force Vx=kips (ASD) kips (LRFD) Ω=Special Cantilever Steel Column Full Length of Parking area Line: ft Unit Shear Force Vo = plf 1) Above Wall to Existing Joist Connection(ASD): Connection Cases: 1.solid members, 2. for connection to sheathing Use @ in O.C. Where Capacity = 595 lbs V1= 595 x (12 / 8) = plf Vo = plf O.K. 2) FL Sheathing Connection to Existing Beam(ASD): Connection Cases: 1.solid members, 2. for connection to sheathing Use @ in O.C. Where Capacity = 320 lbs V1= 320 x (12 / 8) = plf Vo = plf O.K. RETROFIT1 Shear Transfer DESIGN 480 >245 893 >245 Simpson A35 Case 2 8 1.25 Simpson A35 Case 1 8 Vx/L = 244.57 155.00 PROJECT NO.1003 W BISHOP ST DATE:1/17/2024 0:00 2 Global 37.91 54.2 Page 28 of 35 1003 W Bishop St - 1011187895/29/2024 1) CANTILEVER COLUMN- From Lateral Analysis can get the Shear Force Vx=kips Lt = Total Length of Grid Line=155 ft Unit Transfer Load = 245 plf Unit Transfer Load = 18954 plf Use Simpson CMST12, Capacity is 9215 lbs Number of Strap=V/Cap. =18159.05/ 9215= Say 1) Splice Plate Design (LRFD) : Use 3/8 inch THK w/ inch Wide w/ 6 inch Long Steel Plate as Drage Member Fy=36 ksi Fu=ksi Ag =in2 Ae= 0.8 An = 0.8(Ag-dbt) = in2 0.9A g F y =0.9x1.3125x36=kips 0.75A e F u =0.75x1.05x58=kips P n = min(0.9A g F y , 0.75A e F u ) =kips Ω0QE = Ω0V /ρ =/1.3=kips P n = kips O.K. 2) Drag Connection Design : Use Fillet Weid 1/4 inch fillet weld Vo=Unit Weld Strength=0.45*teFx=0.45x0.707x0.25x70=kips/inch V=Total Weld Strength=Vo*L*2= 5.5676x9.5 kips >V= kips O.K. Therefore: Use inch THK w/ 3.5 inch Wide w/ 6 inch Long Steel Plate w/1/4 inch fillet weld 5.568 52.89 25.94 3/8 RETROFIT1 Strap Drag DESIGN 1.05 42.53 45.68 42.525 25.9 <42.5 1.97 2.00 3.5 58 1.313 PROJECT NO.1003 W BISHOP ST DATE:1/17/2024 0:00 2 37.91 70.75 ft 0 17303 -1651 795 -18159 0 0 -20000 -15000 -10000 -5000 0 5000 10000 15000 20000 0 20 40 60 80 100 120 140 160 180 Shear Diagram 10 ft 74.25 Page 29 of 35 1003 W Bishop St - 1011187895/29/2024 CANTILEVER COLUMN- From Lateral Analysis can get total Shear Force Vx=kips (ASD) kips (LRFD) Ω=Special Cantilever Steel Column Full Length of Soft Story Line: ft Unit Shear Force Vo = plf 1) LAG /BOLT for DRAG DESIGN(ASD): Use SDS25412 @ 8 " O.C. Capacity is lbs V1= 672x(12/8)=plf Vo = plf O.K. 2) DRAG MEMBER DESIGN(LRFD): Use Steel Plate as Drag Member Fy= 36 ksi Fu= 58 ksi Ag =in2 Ae= 0.8 An = 0.8(Ag-dbt) = 0.75 in2 0.9A g F y =0.9x1x36= kips 0.75A e F u =0.75x0.75x58= kips P n = min(0.9A g F y , 0.75A e F u ) =kips QE = V =kips O.K. Therefore: Use 4x1/4 Steel Plate as Drag Member w/ SDS25412 @ 8 " O.C.1/4 RETROFIT1 Strap Drag DESIGN 32.4 32.6 32.4 18.16 <32.4 1008.00 >245 4x1/4 1 1.25 155 Vx/L 245 1/4 672 PROJECT NO.1003 W BISHOP ST DATE:1/17/2024 0:00 2 37.91 54.2 Page 30 of 35 1003 W Bishop St - 1011187895/29/2024 CANTILEVER COLUMN- From Lateral Analysis can get total Shear Force Vx=kips (ASD) kips (LRFD) Ω=Special Cantilever Steel Column ρ = Full Length of Soft Story Line: ft Unit Shear Force Vo = plf 1) LAG /BOLT for DRAG DESIGN(ASD): (N) 4 -3/4 " ᶲ Thru Bolts Capacity is lbs V1= 4542.4x4= Kips Vo = Kips O.K. 4542.4 Double Shear 18.17 >18.16 Vx/L 244.57 1.25 1.3 155 PROJECT NO.1003 W BISHOP ST DATE:1/17/2024 0:00 2 37.91 54.2 RETROFIT1 Strap Drag DESIGN Page 31 of 35 1003 W Bishop St - 1011187895/29/2024 CANTILEVER COLUMN- 1) ROOF LOADS:t/w = 8 ft. ((11.5ft/2)+2ft) = 15 psf +20 ft. =plf 2) 3RD FLOOR LOADS:t/w = 8 ft. = 0 psf +0 0.0 ft. = plf 3) 2ND FLOOR LOADS:t/w = 8 ft. = 15 psf +40 10.0 ft. = plf 4)= 15 psf x 8 =plf plf 10.00 ft WDL=(15+ 0+0+15+10)X7.75+(15X8)=plf WLL=(20 + 0+40)X7.75=plf ft R1:lbs R2: lbs 5) Earthquake LOADS: EL: =11701 lbs (from RISA Result)S DS = New SCC: Column: W14X68 Height= 9.25 ft Asection = in2 DL= kips LC#1: EQ =(1.0 + 0.14*SDS)*D + H + F + 0.7ρQE = (1+0.14*1.0344)*(4300+629)+0.7*1.3*(11701/1.3)= lbs LC#2: EQ =(1.0 + 0.105*SDS)*D + H + F + 0.75*L + 0.525*ρQE = (1+0.105*1.0344)*(4300+629)+0.75*4650+0.75*11701= lbs P=Max.(Total Wt., LC#1, LC#2)= lbs ALLOWABLE BEARING PRESSURE - 1,500 PSF (PER TABLE 1804.2) Also assume the pad is squared then can get; To Exsisting Pad: =(4300+ 4650)=lbs =ft2 = Area= 2.44 ft Say ft To New Pad: =11701 =ft2 Use 2.0 ft wide x 4 ft long x 12 inch deep pad Area of Pad=2*4= 8 ft2 >5.9 ft2 O.K. = = RETROFIT1 Area of Footing Area of Footing FOUNDATION DESIGN P (lbs.) Soil Bearing Capacity Area of Footing 2000 5.851 Soil Bearing Capacity Area of Footing 1500 5.967 Width of Footing 4 17343.8 17727.6 17727.59855 Total wt. (lbs.) 4300 4650 4650 1.034 20 0.629 SPAN = 430 465 10 4300 WT(WALL) ft. 120 WT =895 WT(DL+LL+Pati.) psf +psf x 7.75 503.8 WT(DL+LL+Pati.) psf +psf x 7.75 0 PROJECT NO.1003 W BISHOP ST DATE:1/17/2024 0:00 2 WT(DL+LL) psf x 7.8 271.3 ÷ √ ÷ CBC 20 & LABC 20 2 2 2 2 Page 32 of 35 1003 W Bishop St - 1011187895/29/2024 6) Uplift Check: Use Grade Beam: 24 inch wide x 24 inch deep Effective depth= inch Weight of GB= (24/12)*(24/12)*(7.5)*0.15*1000= lbs Weight of (E)PAD= 4*4*(12/12)*0.15*1000= lbs Weight of (N)PAD= 2*4*(12/12)*0.15*1000= lbs Weight of Existing Building=WDL= lbs Weight of Column= (0.629)*1000= lbs Weight of (E) FOOTING= 5.5*1.5*(24/12)*0.15*1000= lbs Total Weight= (4500+2400+1200+4300+629+2475)/1000= kips (0.9-0.14*SDS)*D + 0.7ρQE =(0.9-0.14*1.0344)*15.504-11.701= kips >0 O.K. 7) Sliding Check: Cohesion 0.13 ksf (E) PAD FTG L = 4 W = D = 1 # 22 (N) G.B. L = 60 W = D = 2 (N) PAD FTG L = 4 W = D = 1 # 1 Btm Area = 488 ft2 Cohesion = 63.4 kips > 15.5 kips (Half of Dead Load) Passive Soil Reaction 0.1 ksi (E) PAD FTG 0.5 X 1 X 0.1 X 1 X 4 X 22 = 4.4 kips (N) G.B. 0.5 X 2 X 0.1 X 2 X 2 = 0.4 kips (N) PAD FTG 0.5X (2+1)/2 X 0.1 X 1 X2 = 0.2 kips Total Passive Soil Reaction = 4.95 Total Capacity 68.4 > kips O.K. FOUNDATION DESIGNRETROFIT1 4 2 2.0 kips 37.9 1200 4300 629 2475 15.504 0.0074 1003 W BISHOP ST DATE:1/17/2024 0:00 21 4500 2400 PROJECT NO. Page 33 of 35 1003 W Bishop St - 1011187895/29/2024 PROJECT NO. DATE: b = 24 Ig =27648 in4 n = 8.73 h =24 d' = 3 Ec = d =21 =3321 ksi Neutral Axis = 12 in. f'c =3000 psi fy =60 ksi Es =29000 ksi Itr = 30195 in4 wc = 150 pcf No. of Bars: Strirrup Size:fr =7.5*(f'c)1.5 Mcr = fr*I/y Top 4 #3 411 psi 86 k-ft Bottom 4 smax =10.5 in Bar Size: c = 2.90 in.fs' = -2.92 ksi Top #7 smax =5.25 in Bottom #7 FMn =214.51 k-ft As =2.4 in2 Mu (RISA)=166.77 k-ft As' =2.4 in2 FVn =19.8 kip Asmin Met?YES Vu (RISA)=16.72 kip OK 10 in. A1 = 29.03 in2 F = 0.65 FBn = 48.12 Kips FBn x (d-a/2) x 2 Mn =158.52 k-ft fu = 65 ksi Shear:F = 0.65 Tension:F = 0.75 ø =0.5 in. FQnv =8.30 kip 4 0 0 2 0.00 kips Mn =0.00 k-ft 14.0 in. fu = 65 ksi Shear:F = 0.65 Tension:F = 0.75 ø =0.5 in. FQnv =8.30 kip 4 2 12 2 132.73 kips Mn =58.07 k-ft =216.59 k-ft 166.7714286 k-ft <216.59 k-ft OKTotal Moment Demand = RETROFIT1 Grade Beam Checks and Concrete Bearing Check # of Faces w/ Studs in Shear: Total Stud Capacity = Moment Capacity of Shear Studs on Flanges: n/2 x Col. Depth x Qnv Total Moment Capacity = C x (d-a/2) + n x d/2 x Qnv + n x Col Depth x Qnv Supplemental Shear Stud Anchors, Qn, @ Col. Flange FQnv = 0.65*Asa*Fu # of Studs in Vert. Column: # of Studs in Horiz. Row: Total Number of Studs, n = Total Stud Capacity = Moment Capacity of Shear Studs in Web:n/2 x d/2 x Qnv T/C Couple In OMF Column: Column Depth: FQnv = 0.65*Asa*Fu # of Studs in Vert. Column: # of Studs in Horiz. Row: Total Number of Studs, n = # of Faces w/ Studs in Shear: Bearing Capacity of Concrete, Bn: Per ACI 318-14 Sec. 22.8 Bn = (0.85*f'c*A1) Moment Capacity of Concrete at Col. Face: Supplemental Shear Stud Anchors, Qn, @ Col. Web Flange Width = 1003 W BISHOP ST 1/17/2024 Input Beam Parameters: wc^1.5 * 33 * √f'c Grade Beam T/C Capacity Close Tie Region Spacing Per ACI 318-11 21.5.3.2: FMn = 0.9*As*fy*[d-(0.85c/2)]+As'*fs'*(0.85c/2-d') Demand < Capacity T/C Couple In Grade Beam: Page 34 of 35 1003 W Bishop St - 1011187895/29/2024 Atb> 0.03f'cLebf/Fysr f'c 3000 psi Le 24 in bf 10 in Fysr 60000 psi Astud 0.196 in2 Total # 12 in2 Astuds 2.356 > Atb 0.360 in2 OK NOTE: DETAIL SHOWN FOR REFERENCE ONLY. FOR PROJECT SPECIFIC DETAIL, SEE PLANS. Req'd Vertical transfer reinforcement Mu Mu Tcol Ccol Cgb Tgb Top Row Ignored Col. Depth 6" Page 35 of 35 1003 W Bishop St - 1011187895/29/2024