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HomeMy WebLinkAbout338 E Foothill Blvd - 2022 - INTERIOR TI FOR DENTIST AND CREATE EXTERIOR ELEVATORSHEET INDEX:GOVERNING NOTES: APPLICANT/DEVELOPER SHALL COMPLY WITH APPLICABLE PROVISIONS OF: 2019 CALIFORNIA RESIDENTIAL CODE 2019 CALIFORNIA BUILDING CODE 2019 CALIFORNIA PLUMBING CODE 2019 CALIFORNIA ELECTRICAL CODE2019 CALIFORNIA MECHANICAL CODE2019 CALIFORNIA FIRE CODE2019 CALIFORNIA GREEN BUILDING2019 CALIFORNIA ENERGY CODE W/ LOCAL ARCADIA CITY AMENDMENTS PROJECT SUMMARY: LOT SIZE: 4,203.2 sq. ft. VICINITY EXISTING : 1,932 SQ.FT. 1sT FLOOR ADDITION : 113.5 SQ.FT. 2nd FLOOR ADDITION: 50.5 SQ.FT. NEW TOTAL AREA SPACE 2,096 SQ. FT. TYPE OF CONSTRUCTION: V-B OCCUPANCY GROUP: B GENERAL NOTES: SCOPE OF WORK: LOT: 5 TRACK: 7723 PROJECT LOCATION SPRINKLERS: NO PROP. NUMBER OF STORIES: 2 NT GB1 TS GENERAL NOTES A1 A2 SP GREEN BUILDING 1 GREEN BUILDING 2GB2 TITLE SHEET EXIST. & PROP. SITE PLAN EXIST. & DEMO FLOOR PLANS PROPOSED FLOOR PLANS ENERGY CALCULATION 1T24-1 ENERGY CALCULATION 2T24-2 STRUCTURAL PLANS 1S1 STRUCTURAL PLANS 2S2 STRUCTURAL DETAILS 3SD3 STRUCTURAL NOTESSN A3 ELEVATIONS PLANS ENERGY CALCULATION 3T24-3 SCALE: AS SHOWNPROJECT : DENTAL CLINIC REV. PROJECT ENGINEER: JED RIZK 2241 OAK SHADE RD. BRADBURY, CA. 91008 DATE: 2-17-2023 CONVERT BUILDING TO A DENTAL CLINIC. ADD ELEVATOR AND MECHANICAL ROOM. INSTALL A NEW SOLAR SYSTEM ON ROOF. MISCELLANEOUS NOTES STRUCTURAL DETAILS 1SD1 A4 SECTIONS PLANS A5 REFLECTED CEILING PLANS RP EXIST. & PROP. ROOF PLANS ENERGY CALCULATION 4T24-4 ENERGY CALCULATION 5T24-5 ENERGY CALCULATION 6T24-6 T1-X TITLE SHEET X-RAY A1-X X-RAY 1 A2-X X-RAY 2 ADA-1 ADA SHEET 1 ADA-2 ADA SHEET 2 ADA-3 ADA SHEET 3 ADA-4 ADA SHEET 4 ADA-5 ADA SHEET 5 E-1 ELECTRICAL PLAN 1 E-2 E-2.1 E-3 E-4 E-5 ELECTRICAL PLAN 2 ELECTRICAL PLAN 2.1 ELECTRICAL PLAN 3 ELECTRICAL PLAN 4 ELECTRICAL PLAN 5 P-1 PLUMBING PLAN 1 P-2 PLUMBING PLAN 2 P-3 PLUMBING PLAN 3 P-4 PLUMBING PLAN 4 P-5 PLUMBING PLAN 5 M-1 MECHANICAL PLAN 1 M-2 MECHANICAL PLAN 2 M-3 MECHANICAL PLAN 3 OCCUPANT LOAD 1sT FLOOR : 1286/200 =6.43 7<50 OCCUPANT LOAD 1sT FLOOR : 1495/200 =7.47 8<50 8+7= 15 < 50 plumbing fixture count based on table 422.1 at the 2019 california plumbing code 1 unisex bathroom required - one provided 1 unisex bathroom required - one provided EXISTING USE OF THE BUILDING : OFFICE BUILDING FOR INSURNACE B- OCCUPANCY PROPOSED USE FOR DENTAL OFFICE ALLOWABLE NUMBER OF STORIES: 2 PROP. HEIGHT :25'-7" ALLOWABLE HEIGHT :40'-0" ALLOWABLE FLOOR AREA : 9000 SFPROP. FLOOR AREA : 2096 SF SEE TABLES 504.3 & 504.4 SEE TABLES 506.2 EXISTING WALLS < 5' ARE 1 HOUR FIRE RATED WITH NO OPENING AND HAVE 30" PARAPET WALL. Brian Peterson Peterson Elevator Company, Inc. /or DELTA ELEVATOR Brian@PetersonElevator.com 12920 Sunnyside Pl Santa Fe Springs, CA 90670 562-944-2041 FOOTHILL BLVD. 338 E. FOOTHILL EN T R Y PROPOSED SITE/ PARKING PLAN ADA-4 FOOTHILL BLVD. 338 E. FOOTHILL BLVD. EN T R Y EXISTING SITE PLAN SCALE: AS SHOWNPROJECT : DENTAL CLINIC REV. PROJECT ENGINEER: JED RIZK 2241 OAK SHADE RD. BRADBURY, CA. 91008 DATE: 2-17-2023 A'A4 A A4 B A4 PROPOSED ROOF FLOOR PLAN SCALE: 1/4"=1' NEW CERTAINTEED FLINT LASTIC PREM. FR-P ESR 1388 SYSTEM TABLE 1-C CLASS "A" N. ROOF GUTTERW/ DOWN DRAINSTO MATCH EXISTING EXISTING ROOF FLOOR PLAN SCALE: 1/4"=1' SCALE: AS SHOWNPROJECT : DENTAL CLINIC REV. PROJECT ENGINEER: JED RIZK 2241 OAK SHADE RD. BRADBURY, CA. 91008 DATE: 2-17-2023 WINDOW SCHEDULE A B DETAILS 1 2 3 (E) OFFICE (E) ENTRY (E) UTILITYROOM (E) HALLWAY (E) OFFICE (E) OFFICE EXISTING / DEMO 2nd FLOOR PLAN SCALE: 1/4"=1' EN T R Y (E ) S T O R A G E CA B I N E T (E ) S T O R A G E CA B I N E T (E) RESTROOM (E) RESTROOM (E ) S T O R A G E (E) OFFICE (E) KITCHEN (E) 4" STEP (E) 4" STEP EXISTING / DEMO 1st FLOOR PLAN SCALE: 1/4"=1' SCALE: AS SHOWNPROJECT : DENTAL CLINIC REV. PROJECT ENGINEER: JED RIZK 2241 OAK SHADE RD. BRADBURY, CA. 91008 DATE: 2-17-2023 4 3 / 4 i n [1 2 1 m m ] 16 in[406 mm]16 in[406 mm]16 in[406 mm] EXTERIOR PARTITIONS: WOOD STUD (LOAD-BEARING) UL U305 1 HOUR PARTITIONB EN T R Y E. S T O R A D E (E) OFFICE (N) KITCHEN (N) UNISEX H.C. RESTROOM cl e a r s p a c e ( 3 0 " X 5 2 " ) (N) STORAGE ROOM (E) 4" STEP 2 2 13 (N) ELEVATOR (N) MEC. RM. (E) LOBBY 1: 1 2 R A M P BOTTOM LANDING TOP LANDING 2 A'A4 A A4 B A4 (N) LANDING PROPOSED 1st FLOOR PLAN SCALE: 1/4"=1' B A1 B A1 B A1 B A1 EXIT EXIT EXIT 34" MAX HEIGHT ADA-3 ADA-5 ADA-5 ADA-5 B A1 2 B A (N)ELEVATOR (N) DENTAL CHAIR#1 (N) DENTAL CHAIR#2 (N) DENTAL CHAIR#3 (N) DOCTORS OFFICE (N) NURSE STA. (E ) L A N D I N G (N) DEVELOP. ROOM (N) STORAGE ROOM (N) LAB. / SANITIZ. ROOM (N)UTILITY/ EQUIP ROOM (N) HALLWAY (N) UNISEX H.C. RESTROOM (N) HALLWAY (E) LANDING (N) WAITING (N ) H A L L W A Y W.H.REF. COMP. VAC. 2 2 2 2 2 2 222 clear space (30"X52") 2 A'A4 A A4 B A4 BA S E C A B . BA S E C A B . BASE CAB.BASE CAB. WALL CAB.WALL CAB. WA L L C A B . WA L L C A B . XRAY BASE CAB. PROPOSED 2nd FLOOR PLAN SCALE: 1/4"=1' EXIT EXIT ADA-5 ADA-2 ADA-3 ADA-2 ADA-2 ADA-2 ADA-2 EXIT STAIR DOWN 1 2 3 DETAILS WINDOW SCHEDULE A B SCALE: AS SHOWNPROJECT : DENTAL CLINIC REV. PROJECT ENGINEER: JED RIZK 2241 OAK SHADE RD. BRADBURY, CA. 91008 DATE: 2-17-2023 4 3 / 4 i n [1 2 1 m m ] 16 in [406 mm] 16 in [406 mm] 16 in [406 mm] EXTERIOR PARTITIONS: WOOD STUD (LOAD-BEARING) UL U305 1 HOUR PARTITIONB WEST ELEVATION STUD WALL, ASOCCURS MOISTOP AT HEAD MOISTOP AT JAMB NOTE: AFTERBLDG. PAPER &LATH IS APPLIEDAROUNDWINDOW, ALLPENE-TRATIONS(I.E. NAIL ORSTAPLE HOLES)SHALL BESEALED. DOOROPENING NUMBER SHOWNIS ORDER OFINSTALLATIONFOR DOORFLASHING MOISTOP EZ SEALFLASHING SYSTEM, AS PER FORTIFIBER'SPRINTEDSPECIFICATIONS PROVIDE S.M. PANFLASHING WHEREVER FINISHED FLOOR ISLESS THAN 2" ABOVE FINISHED ADJACENTEXTERIOR PAVING. 24 GA. G.I. PAN FLASHING BY SHT.METAL CONTRACTOR, INSTALL PRIOR TODOOR INSTALLATION. SET O/MEMBRANEBASE FLASHING. PAN FLASHING ISOMETRIC VARIE S W / D O O R S I Z E VAR I E S 2-1/2" DOOR FLASHING DETAIL At least one operable emergency escape and rescue window or doorshall be provided at basement and every sleeping room it dwelling unit openablearea OPENABLE AREA 5.7 SQUARE FEET(MINIMUM)openablearea Emergency Escape and Rescue Windows of Doors for Residental Dwellings MA X I M U M SI L L H E I G H T Floor EMERGENCY ESCAPE AND RESCUE WINDOWS 1. The minimum net clear openable area shall be no less than 5.7 square feet2. The minimum net clear openable width dimension shall be 20 inches3. The minimum net clear openable height shall be 24 inches4. The finished sill height of windows shall be no more than 44'' above the floor5. a window with the required minimum width 20'' and the height 24'' does not provide therequired openable area of 5.7 square feet6. The emergency window or door shall be operable from the inside to provide a full, clearopening without the use of separable tools7. The operable emergency windows or doors shall open directly into a public street, publicalley, yard or exit court8. It is the intent of the code that the windows used for emergency escape or rescue shall belocated on the exterior of the building so that rescue can be effected from the exterior (N) SOUTH ELEVATION (E) NORTH ELEVATION EAST ELEVATION SCALE: AS SHOWNPROJECT : DENTAL CLINIC REV. PROJECT ENGINEER: JED RIZK 2241 OAK SHADE RD. BRADBURY, CA. 91008 DATE: 2-17-2023 (N) LOBBY (N) WAITING (N) ROOF (E) ROOF PROPOSED SECTION AA SCALE: 1/4"=1' (N) ROOF PL(N) LOBBY (N) WAITING (N) ROOF (E) ROOF PROPOSED SECTION BB SCALE: 1/4"=1' At least one operable emergency escape and rescue window or doorshall be provided at basement and every sleeping room it dwelling unit openablearea OPENABLE AREA 5.7 SQUARE FEET(MINIMUM)openablearea Emergency Escape and Rescue Windows of Doors for Residental Dwellings MA X I M U M SI L L H E I G H T Floor EMERGENCY ESCAPE AND RESCUE WINDOWS 1. The minimum net clear openable area shall be no less than 5.7 square feet2. The minimum net clear openable width dimension shall be 20 inches3. The minimum net clear openable height shall be 24 inches4. The finished sill height of windows shall be no more than 44'' above the floor5. a window with the required minimum width 20'' and the height 24'' does not provide therequired openable area of 5.7 square feet6. The emergency window or door shall be operable from the inside to provide a full, clear opening without the use of separable tools7. The operable emergency windows or doors shall open directly into a public street, publicalley, yard or exit court8. It is the intent of the code that the windows used for emergency escape or rescue shall belocated on the exterior of the building so that rescue can be effected from the exterior STUD WALL, AS OCCURS MOISTOP AT HEAD MOISTOP AT JAMB NOTE: AFTERBLDG. PAPER &LATH IS APPLIEDAROUNDWINDOW, ALLPENE-TRATIONS(I.E. NAIL ORSTAPLE HOLES)SHALL BESEALED. DOOROPENING NUMBER SHOWNIS ORDER OFINSTALLATIONFOR DOORFLASHING MOISTOP EZ SEAL FLASHING SYSTEM, AS PER FORTIFIBER'SPRINTED SPECIFICATIONS PROVIDE S.M. PAN FLASHING WHEREVER FINISHED FLOOR IS LESS THAN 2" ABOVE FINISHED ADJACENT EXTERIOR PAVING. 24 GA. G.I. PAN FLASHING BY SHT. METAL CONTRACTOR, INSTALL PRIOR TO DOOR INSTALLATION. SET O/MEMBRANEBASE FLASHING. PAN FLASHING ISOMETRIC VARIE S W / D O O R S I Z E VAR I E S 2-1/2" DOOR FLASHING DETAIL 12920 SUNNYSIDE PLACE SANTA FE SPRINGS CA 90670 CODE DETAIL DETAIL DETAIL DETAIL GUIDE RAIL& BRACKETBY PEC FORCES ON GUIDE RAILSNORMAL LOADINGMAX. BRACKET DEFLECTION 1/8"R1 =270 lbs - R2 = 244 lbs SESMIC LOADING - 1/2 GMAX BRACKET DEFLECTION 1/4"R1 =1494 - R2 = 747 MAXIMUM RAIL BRACKET SPAN = DOUBLE 2 X ?? RIM JOISTS 2 - 5/8" LAGBOLTS BY PEC R2 R2 R1 13" - 15" VARIES 7' - 0 " C L E A R O P N G 7' - 3 " R O U G H O P N G 1/2" X 10" X 10"PLATE PIT LADDERBY DELTA WATER PROOF PITREQUIRED BY CODEN. I. E. C. 36" BY 36" BLOCKOUT THROUGHPIT FLOOR UNTIL JACK IS SET.& GROUT AROUND JACK. N. I. E. C. 7' - 0 " C L E A R O P N G 7' - 3 " R O U G H O P N G G F I OUTLET & LIGHTMAX 12" ABOVE FLRN. I. E. C. 20 " T O H E A D SECTION VIEW BACKING IN WALLN. I. E. C. AS N E E D E D T O T A L T R A V E L DOWN LOAD6479 LBS DOWN LOADANDBUFFER IMPACTCAN NOT OCCURAT THE SAME TIME JACK & HOLE BY DELTAJACK PROTECTION - PVC CASINGTUBE TO TEST FOR OIL LEAK 2ND PIT LIGHTPER CODE.REAR DIAGONALCORNER FROMPIT LADDER. 32 " TO H A N D R A I L HANDRAIL1 1/2" STAINLESSSTEEL TUBE 1 ST FLOORFIRE RECALL LEVEL 2ND FLOOR BOTTOM RUNBY12" 14'-0" 4/12/23 DELTA ELEVATOR 12920 SUNNYSIDE PLSANTA FE SPRINGS CA 90670Con. Lic 330412 C-11 SCALE: AS SHOWNPROJECT : DENTAL CLINIC REV. PROJECT ENGINEER: JED RIZK 2241 OAK SHADE RD. BRADBURY, CA. 91008 DATE: 2-17-2023 Brian Peterson Peterson Elevator Company, Inc. /or DELTA ELEVATOR Brian@PetersonElevator.com 12920 Sunnyside Pl Santa Fe Springs, CA 90670 562-944-2041 PROPOSED 2nd FLOOR REFLECTED CEILING PLAN SCALE: 1/4"=1' PROPOSED 1st FLOOR REFLECTED CEILING PLAN SCALE: 1/4"=1' SCALE: AS SHOWNPROJECT : DENTAL CLINIC REV. PROJECT ENGINEER: JED RIZK 2241 OAK SHADE RD. BRADBURY, CA. 91008 DATE: 2-17-2023 1 SCALE: AS SHOWNPROJECT : DENTAL CLINICPROJECT ENGINEER: JED RIZK 2241 OAK SHADE RD. BRADBURY, CA. 91008 DATE: 6-15-2022 SCALE: AS SHOWNPROJECT : DENTAL CLINICPROJECT ENGINEER: JED RIZK 2241 OAK SHADE RD. BRADBURY, CA. 91008 DATE: 6-15-2022 SCALE: AS SHOWNPROJECT : DENTAL CLINICPROJECT ENGINEER: JED RIZK 2241 OAK SHADE RD. BRADBURY, CA. 91008 DATE: 6-15-2022 SCALE: AS SHOWNPROJECT : DENTAL CLINICPROJECT ENGINEER: JED RIZK 2241 OAK SHADE RD. BRADBURY, CA. 91008 DATE: 6-15-2022 9 SCALE: AS SHOWNPROJECT : DENTAL CLINICPROJECT ENGINEER: JED RIZK 2241 OAK SHADE RD. BRADBURY, CA. 91008 DATE: 6-15-2022 29 " m i n 34 " m i n SCALE: AS SHOWNPROJECT : DENTAL CLINIC REV. PROJECT ENGINEER: JED RIZK 2241 OAK SHADE RD. BRADBURY, CA. 91008 DATE: 2-17-2023 GENERAL NOTES:GENERAL NOTES:GENERAL NOTES: CHAPTER 4RESIDENTIAL MANDATORY MEASURES DIVISION 4.1 PLANNING AND DESIGN 4.201 GENERAL4.201.1 SCOPE. DIVISION 4.2 ENERGY EFFICIENCY DIVISION 4.3 WATER EFFICIENCY AND CONSERVATION 4.406 ENHANCED DURABILITY AND REDUCED MAINTENANCE4.406.1 RODENT PROOFING. 4.408 CONSTRUCTION WASTE REDUCTION, DISPOSAL AND RECYCLING4.408.1 CONSTRUCTION WASTE MANAGEMENT. Exceptions: 4.408.2 CONSTRUCTION WASTE MANAGEMENT PLAN 4.408.3 WASTE MANAGEMENT COMPANY. Note: 4.408.4 WASTE STREAM REDUCTION ALTERNATIVE [LR]. 4.408.4.1 WASTE STREAM REDUCTION ALTERNATIVE. 4.408.5 DOCUMENTATION Notes 4.410 BUILDING MAINTENANCE AND OPERATION4.410.1 OPERATION AND MAINTENANCE MANUAL. 4.410.2 RECYCLING BY OCCUPANTS. Exception: DIVISION 4.4 MATERIAL CONSERVATION AND RESOURCE EFFICIENCY DIVISION 4.5 ENVIRONMENTAL QUALITY 4.303 INDOOR WATER USE4.303.1 WATER CONSERVING PLUMBING FIXTURES AND FITTINGS. Note: 4.303.1.1 Water Closets. Note 4.303.1.2 Urinals. 4.303.1.3 Showerheads. 4.303.1.3.1 Single Showerhead. 4.303.1.3.2 Multiple showerheads serving one shower Note 4.303.1.4 Faucets. 4.303.1.4.1 Residential Lavatory Faucets. 4.303.1.4.2 Lavatory Faucets in Common and Public Use Areas. 4.303.1.4.3 Metering Faucets. 4.303.1.4.4 Kitchen Faucets. Note 4.303.2 STANDARDS FOR PLUMBING FIXTURES AND FITTINGS. California Plumbing Code CaliforniaPlumbing Code FIXTURE TYPE FLOW RATE 4.304 OUTDOOR WATER USE4.304.1 OUTDOOR POTABLE WATER USE IN LANDSCAPE AREAS NOTES: California Code Regulations, ABBREVIATION DEFINITIONS:HCD Department of Housing and Community DevelopmentBSC California Building Standards CommissionDSA-SS Division of the State Architect, Structural SafetyOSHPD Office of Statewide Health Planning and DevelopmentLRLow RiseHRHigh RiseAAAdditions and AlterationsNNew SECTION 4.102 DEFINITIONS4.102.1 DEFINITIONSThe following terms are defined in Chapter 2 (and are included here for reference) FRENCH DRAIN. A trench, hole or other depressed area loosely filled with rock, gravel, fragments of brick or similar pervious material used to collect orchannel drainage or runoff water. WATTLES. Wattles are used to reduce sediment in runoff. Wattles are often constructed of natural plant materials such as hay, straw or similar materialshaped in the form of tubes and placed on a downflow slope. Wattles are also used for perimeter and inlet controls. 4.106 SITE DEVELOPMENT4.106.1 GENERAL. Preservation and use of available natural resources shall be accomplished through evaluation and careful planning tominimize negative effects on the site and adjacent areas. Preservation of slopes, management of storm water drainage and erosion controlsshall comply with this section. 4.106.2 STORM WATER DRAINAGE AND RETENTION DURING CONSTRUCTION. Projects which disturb less than one acre of soil and arenot part of a larger common plan of development which in total disturbs one acre or more, shall manage storm water drainage during construction. Inorder to manage storm water drainage during construction, one or more of the following measures shall be implemented to prevent flooding ofadjacent property, prevent erosion and retain soil runoff on the site. 1. Retention basins of sufficient size shall be utilized to retain storm water on the site.2. Where storm water is conveyed to a public drainage system, collection point, gutter or similar disposalmethod, water shall be filtered by use of a barrier system, wattle or other method approved by the enforcing agency.3. Compliance with a lawfully enacted storm water management ordinance. Note: Refer to the State Water Resources Control Board for projects which disturb one acre or more of soil, or are part of a larger common plan ofdevelopment which in total disturbs one acre or more of soil. (Website: https://www.waterboards.ca.gov/water_issues/programs/stormwater/construction.html) 4.106.3 GRADING AND PAVING. Construction plans shall indicate how the site grading or drainage system will manage all surface waterflows to keep water from entering buildings. Examples of methods to manage surface water include, but are not limited to, the following: 1. Swales2. Water collection and disposal systems3. French drains4. Water retention gardens5. Other water measures which keep surface water away from buildings and aid in groundwater recharge. Exception: Additions and alterations not altering the drainage path. 4.106.4 Electric vehicle (EV) charging for new construction. New construction shall comply with Sections 4.106.4.1, 4.106.4.2, or4.106.4.3 to facilitate future installation and use of EV chargers. Electric vehicle supply equipment (EVSE) shall be installed in accordance with theCalifornia Electrical Code, Article 625. Exceptions:1. On a case-by-case basis, where the local enforcing agency has determined EV charging and infrastructure are not feasible based upon one or more of the following conditions:1.1 Where there is no commercial power supply.1.2 Where there is evidence substantiating that meeting the requirements will alter the local utility infrastructure design requirements on the utility side of the meter so as to increase the utility side cost to thehomeowner or the developer by more than $400.00 per dwelling unit.2. Accessory Dwelling Units (ADU) and Junior Accessory Dwelling Units (JADU) without additional parkingfacilities. 4.106.4.1 New one- and two-family dwellings and townhouses with attached private garages. For each dwelling unit, install a listedraceway to accommodate a dedicated 208/240-volt branch circuit. The raceway shall not be less than trade size 1 (nominal 1-inch insidediameter). The raceway shall originate at the main service or subpanel and shall terminate into a listed cabinet, box or other enclosure in closeproximity to the proposed location of an EV charger. Raceways are required to be continuous at enclosed, inaccessible or concealedareas and spaces. The service panel and/or subpanel shall provide capacity to install a 40-ampere minimum dedicated branch circuit andspace(s) reserved to permit installation of a branch circuit overcurrent protective device. 4.106.4.1.1 Identification. The service panel or subpanel circuit directory shall identify the overcurrent protective devicespace(s) reserved for future EV charging as "EV CAPABLE". The raceway termination location shall be permanently and visibly marked as"EV CAPABLE". 4.106.4.2 New multifamily dwellings. If residential parking is available, ten (10) percent of the total number of parking spaces on a buildingsite, provided for all types of parking facilities, shall be electric vehicle charging spaces (EV spaces) capable of supporting future EVSE.Calculations for the required number of EV spaces shall be rounded up to the nearest whole number. Notes:1. Construction documents are intended to demonstrate the project's capability and capacity for facilitating future EV charging.2. There is no requirement for EV spaces to be constructed or available until EV chargers are installed for use. 4.106.4.2.1 Electric vehicle charging space (EV space) locations. Construction documents shall indicate the locationof proposed EV spaces. Where common use parking is provided at least one EV space shall be located in the common use parking area andshall be available for use by all residents. CHAPTER 3 GREEN BUILDING SECTION 301 GENERAL 301.1 SCOPE. Buildings shall be designed to include the green building measures specified as mandatory in the application checklists containedin this code. Voluntary green building measures are also included in the application checklists and may be included in the design and construction ofstructures covered by this code, but are not required unless adopted by a city, county, or city and county as specified in Section 101.7. 301.1.1 Additions and alterations. [HCD] The mandatory provisions of Chapter 4 shall be applied to additions oralterations of existing residential buildings where the addition or alteration increases the building's conditioned area, volume, or size.The requirements shall apply only to and/or within the specific area of the addition or alteration. Note: On and after January 1, 2014, residential buildings undergoing permitted alterations, additions, or improvements shallreplace noncompliant plumbing fixtures with water-conserving plumbing fixtures. Plumbing fixture replacement is required prior toissuance of a certificate of final completion, certificate of occupancy or final permit approval by the local building department. See Civil CodeSection 1101.1, et seq., for the definition of a noncompliant plumbing fixture, types of residential buildings affected and otherimportant enactment dates. 301.2 LOW-RISE AND HIGH-RISE RESIDENTIAL BUILDINGS. [HCD] The provisions of individual sections of CALGreenmay apply to either low-rise residential buildings high-rise residential buildings, or both. Individual sections will be designated bybanners to indicate where the section applies specifically to low-rise only (LR) or high-rise only (HR). When the section applies to bothlow-rise and high-rise buildings, no banner will be used. SECTION 302 MIXED OCCUPANCY BUILDINGS 302.1 MIXED OCCUPANCY BUILDINGS. In mixed occupancy buildings, each portion of a building shall comply with thespecific green building measures applicable to each specific occupancy. 4.106.4.2.1.1 Electric Vehicle Charging Stations (EVCS) When EV chargers are installed, EV spaces required by Section4.106.2.2, Item 3, shall comply with at least one of the following options: 1. The EV space shall be located adjacent to an accessible parking space meeting therequirements of the California Building Code, Chapter 11A, to allow use of the EV charger from the accessible parkingspace.2. The EV space shall be located on an accessible route, as defined in the California Building Code, Chapter2, to the building. Exception: Electric vehicle charging stations designed and constructed in compliance with the California Building Code, Chapter 11B, are not required to comply with Section 4.106.4.2.1.1 and Section 4.106.4.2.2, Item 3. Note: Electric Vehicle charging stations serving public housing are required to comply with the California Building Code,Chapter 11B. 4.106.4.2.2 Electric vehicle charging space (EV space) dimensions. 4.106.4.2.3 Single EV space required. 4.106.4.2.4 Multiple EV spaces required. 4.106.4.2.5 Identification. California Electrical Code. 4.106.4.3 New hotels and motels. Notes: 4.106.4.3.1 Number of required EV spaces. SECTION 4.501 GENERAL4.501.1 ScopeThe provisions of this chapter shall outline means of reducing the quality of air contaminants that are odorous, irritating and/or harmful to thecomfort and well being of a building's installers, occupants and neighbors. SECTION 4.502 DEFINITIONS5.102.1 DEFINITIONSThe following terms are defined in Chapter 2 (and are included here for reference) AGRIFIBER PRODUCTS. Agrifiber products include wheatboard, strawboard, panel substrates and door cores, not including furniture, fixturesand equipment (FF&E) not considered base building elements. COMPOSITE WOOD PRODUCTS. Composite wood products include hardwood plywood, particleboard and medium density fiberboard."Composite wood products" does not include hardboard, structural plywood, structural panels, structural composite lumber, oriented strand board,glued laminated timber, prefabricated wood I-joists or finger-jointed lumber, all as specified in California Code of regulations (CCR), title 17,Section 93120.1. DIRECT-VENT APPLIANCE. DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE. TOTAL NUMBER OF PARKING SPACES NUMBER OF REQUIRED EV SPACES 4.106.4.3.2 Electric vehicle charging space (EV space) dimensions. 4.106.4.3.3 Single EV space required. 4.106.4.3.4 Multiple EV spaces required. 4.106.4.3.5 Identification. 4.106.4.3.6 Accessible EV spaces. California Building Code Y N/AY N/AY N/AY N/A RESPON.PARTY RESPON.PARTY RESPON.PARTY RESPON.PARTY 2019 CALIFORNIA GREEN BUILDING STANDARDS CODE RESIDENTIAL MANDATORY MEASURES, SHEET 1 (January 2020, Includes August 2019 Supplement)Y = YESN/A = NOT APPLICABLERESPON. PARTY = RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER, OWNER, CONTRACTOR, INSPECTOR ETC.) SCALE: AS SHOWNPROJECT : DENTAL CLINIC REV. PROJECT ENGINEER: JED RIZK 2241 OAK SHADE RD. BRADBURY, CA. 91008 DATE: 2-17-2023 MAXIMUM INCREMENTAL REACTIVITY (MIR). ³ MOISTURE CONTENT. PRODUCT-WEIGHTED MIR (PWMIR). REACTIVE ORGANIC COMPOUND (ROC). VOC. 4.503 FIREPLACES4.503.1 GENERAL. Any installed gas fireplace shall be a direct-vent sealed-combustion type. Any installed woodstove or pellet stove shall comply with U.S.EPA New Source Performance Standards (NSPS) emission limits as applicable, and shall have a permanent label indicating they are certified to meet theemission limits. Woodstoves, pellet stoves and fireplaces shall also comply with applicable local ordinances. 4.504 POLLUTANT CONTROL4.504.1 COVERING OF DUCT OPENINGS & PROTECTION OF MECHANICAL EQUIPMENT DURING CONSTRUCTION. At the time ofrough installation, during storage on the construction site and until final startup of the heating, cooling and ventilating equipment, all duct andother related air distribution component openings shall be covered with tape, plastic, sheet metal or other methods acceptable to the enforcingagency to reduce the amount of water, dust or debris which may enter the system. 4.504.2 FINISH MATERIAL POLLUTANT CONTROL. Finish materials shall comply with this section. 4.504.2.1 Adhesives, Sealants and Caulks. Adhesives, sealant and caulks used on the project shall meet the requirements of the followingstandards unless more stringent local or regional air pollution or air quality management district rules apply: 1. Adhesives, adhesive bonding primers, adhesive primers, sealants, sealant primers and caulks shall complywith local or regional air pollution control or air quality management district rules where applicable or SCAQMD Rule 1168 VOC limits, asshown in Table 4.504.1 or 4.504.2, as applicable. Such products also shall comply with the Rule 1168 prohibition on the use of certain toxic compounds (chloroform, ethylene dichloride, methylene chloride, perchloroethylene and tricloroethylene), except for aerosol products, as specified in Subsection 2 below. 2. Aerosol adhesives, and smaller unit sizes of adhesives, and sealant or caulking compounds (in units of product,less packaging, which do not weigh more than 1 pound and do not consist of more than 16 fluid ounces) shall comply with statewideVOC standards and other requirements, including prohibitions on use of certain toxic compounds, of California Code of Regulations,Title 17, commencing with section 94507. 4.504.2.2 Paints and Coatings. Architectural paints and coatings shall comply with VOC limits in Table 1 of the ARB ArchitecturalSuggested Control Measure, as shown in Table 4.504.3, unless more stringent local limits apply. The VOC content limit for coatings that do not meet thedefinitions for the specialty coatings categories listed in Table 4.504.3 shall be determined by classifying the coating as a Flat, Nonflat or Nonflat-HighGloss coating, based on its gloss, as defined in subsections 4.21, 4.36, and 4.37 of the 2007 California Air Resources Board, Suggested ControlMeasure, and the corresponding Flat, Nonflat or Nonflat-High Gloss VOC limit in Table 4.504.3 shall apply. 4.504.2.3 Aerosol Paints and Coatings. Aerosol paints and coatings shall meet the Product-weighted MIR Limits for ROC in Section94522(a)(2) and other requirements, including prohibitions on use of certain toxic compounds and ozone depleting substances, in Sections94522(e)(1) and (f)(1) of California Code of Regulations, Title 17, commencing with Section 94520; and in areas under thejurisdiction of the Bay Area Air Quality Management District additionally comply with the percent VOC by weight of product limits of Regulation 8,Rule 49. 4.504.2.4 Verification. Verification of compliance with this section shall be provided at the request of the enforcing agency.Documentation may include, but is not limited to, the following: 1. Manufacturer's product specification.2. Field verification of on-site product containers. CHAPTER 7INSTALLER & SPECIAL INSPECTOR QUALIFICATIONS 702 QUALIFICATIONS702.1 INSTALLER TRAINING. HVAC system installers shall be trained and certified in the proper installation of HVAC systems including ductsand equipment by a nationally or regionally recognized training or certification program. Uncertified persons may perform HVAC installations when under thedirect supervision and responsibility of a person trained and certified to install HVAC systems or contractor licensed to install HVAC systems. Examples ofacceptable HVAC training and certification programs include but are not limited to the following: 1. State certified apprenticeship programs.2. Public utility training programs.3. Training programs sponsored by trade, labor or statewide energy consulting or verification organizations.4. Programs sponsored by manufacturing organizations.5. Other programs acceptable to the enforcing agency. 702.2 SPECIAL INSPECTION [HCD]. When required by the enforcing agency, the owner or the responsible entity acting as the owner's agentshall employ one or more special inspectors to provide inspection or other duties necessary to substantiate compliance with this code. Special inspectorsshall demonstrate competence to the satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition to othercertifications or qualifications acceptable to the enforcing agency, the following certifications or education may be considered by the enforcing agency whenevaluating the qualifications of a special inspector: 1. Certification by a national or regional green building program or standard publisher.2. Certification by a statewide energy consulting or verification organization, such as HERS raters, building performancecontractors, and home energy auditors.3. Successful completion of a third party apprentice training program in the appropriate trade.4. Other programs acceptable to the enforcing agency. Notes:1. Special inspectors shall be independent entities with no financial interest in the materials or the project they areinspecting for compliance with this code.2. HERS raters are special inspectors certified by the California Energy Commission (CEC) to rate homes inCalifornia according to the Home Energy Rating System (HERS). [BSC] When required by the enforcing agency, the owner or the responsible entity acting as the owner's agent shall employ one or more special inspectors toprovide inspection or other duties necessary to substantiate compliance with this code. Special inspectors shall demonstrate competence to the satisfactionof the enforcing agency for the particular type of inspection or task to be performed. In addition, the special inspector shall have a certification from arecognized state, national or international association, as determined by the local agency. The area of certification shall be closely related to the primary jobfunction, as determined by the local agency. Note: Special inspectors shall be independent entities with no financial interest in the materials or the project they are inspectingfor compliance with this code. 703 VERIFICATIONS703.1 DOCUMENTATION. Documentation used to show compliance with this code shall include but is not limited to, construction documents,plans, specifications, builder or installer certification, inspection reports, or other methods acceptable to the enforcing agency which demonstrate substantialconformance. When specific documentation or special inspection is necessary to verify compliance, that method of compliance will be specified in theappropriate section or identified applicable checklist. 4.505 INTERIOR MOISTURE CONTROL4.505.1 General. California Building Standards Code 4.505.2 CONCRETE SLAB FOUNDATIONS. 4.505.2.1 Capillary break. 4.505.3 MOISTURE CONTENT OF BUILDING MATERIALS. 4.506 INDOOR AIR QUALITY AND EXHAUST4.506.1 Bathroom exhaust fans. Notes: California Energy Code. 4.507 ENVIRONMENTAL COMFORT4.507.2 HEATING AND AIR-CONDITIONING SYSTEM DESIGN. Exception: ARCHITECTURAL APPLICATIONS VOC LIMIT SPECIALTY APPLICATIONS SUBSTRATE SPECIFIC APPLICATIONS SEALANTS VOC LIMIT SEALANT PRIMERS PRODUCT CURRENT LIMIT COATING CATEGORY SPECIALTY COATINGS DIVISION 4.5 ENVIRONMENTAL QUALITY (continued)4.504.3 CARPET SYSTEMS. 4.504.3.1 Carpet cushion. 4.504.3.2 Carpet adhesive. 4.504.4 RESILIENT FLOORING SYSTEMS. 4.504.5 COMPOSITE WOOD PRODUCTS. 4.504.5.1 Documentation. DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE. Y N/AY N/AY N/AY N/A RESPON.PARTY RESPON.PARTY RESPON.PARTY RESPON.PARTY 2019 CALIFORNIA GREEN BUILDING STANDARDS CODE RESIDENTIAL MANDATORY MEASURES, SHEET 1 (January 2020, Includes August 2019 Supplement)Y = YESN/A = NOT APPLICABLERESPON. PARTY = RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER, OWNER, CONTRACTOR, INSPECTOR ETC.) SCALE: AS SHOWNPROJECT : DENTAL CLINIC REV. PROJECT ENGINEER: JED RIZK 2241 OAK SHADE RD. BRADBURY, CA. 91008 DATE: 2-17-2023 S1 FOUND. /ROOF FRMG. 1/4"=1' DEC. 2022 FO U N D A T I O N / R O O F F R M G . P L A N 33 8 E F o o t h i l l B l v d , Ar c a d i a , C A 9 1 0 0 6 RETAINING WALL SPECIFICATIONS NOTES CONCRETE: PORTLAND CEMENT PER ASTM C 150 CONCRETE AGGREGATE PER ASTM C 33 fc'=4500 PSI @28 DAYS TYPE V CEMENT, W/C RATIO =0.45. REINFORCED STEEL: DEFORMED BILLET STEEL BARS PER ASTM A 615 AS FOLLOWS: #4 OR SMALLER GRADE 40 #5 OR LARGER GRADE 60 CONCRETE BLOCK: f'm=1500 PST @28 DAYS GRADE ``N'' HOLLOW UNIT BLOCK PER ASTM C 90 BLOCK TYPE (8"X8"X16") MORTAR MIX: TYPE ``S'' PER ASTM C 270 1 PART CEMENT 1/2 PART LIME PUTTY 3-1/2 PARTS DAMP LOOSE SAND CONCRETE MIX: USE MIN. 4500 PSI TYPE V CEMENT 28 DAYS WITH 0.45 W/C RATIO. GROUT MIX: CONFORMING TO ASTM C 476 f'c=2000 PSI 1 PART CEMENT GROUT SHALL 3 PARTS SAND BE OF FLUID 1/10 PART LIME (MAX.) CONSISTENCY 2 PARTS PEA GRAVEL (MAX. SIZE 3/8") 1. GROUT ALL CELLS SOLID. 2. CONCRETE BLOCK UNITS TO HAVE VERTICAL CONTINUITY OF THE CELLS UNOBSTRUCTED. ALL CELLS CONTAING REINFORCING TO BE FILLED SOLID WITH GROUT. 3. ALL FOOTINGS SHALL BE POURED ON UNDISTURBED GROUND OR ENGINEERED COMPACTED FILL. 4. ALL FOOTINGS SHALL BE 12" INTO NATURAL GROUND OR COMPACTED FILL. 5. CONCRETE BLOCK UNITS SHALL BE STAGGERED. 6. WALL SHALL BE LAID TRUE AND PLUMB. 7. PROVISIONS SHALL BE MADE FOR ADJOINING CONSTRUCTION. 8. ALL SPLICES SHALL BE 48 BARS DIAMETER. 9. AL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH APPLICABLE SECTIONS OF THE 2018 INTERNATIONAL BUILDING CODE AND 2019 CALIFORNIA BUILDING CODE, WITH LOCAL AMENDMENTS AND A.C.I. STANDARDS 382-95. 10. ALL BARS SHALL BE BENT COLD. 11. CONTRACTOR SHALL VERIFY COMPATIBILITY OF DESIGN WITH EXISTING CONDITIONS PRIOR TO PLACEMENT OF FOOTING STEEL. 12. BACKFILL SHALL BE PER SOIL REPORT RECOMMENDATIONS; OR AT LEAST 90% COMPACTED. 13. SUBDRAIN SHALL BE 4" PERFORATED PVC SCHEDULE 40 PIPE. PLACE 1CF/LF OF CRUSHED ROCK AROUND PIPE WRAPPED IN FILTER FABRIC. 14. WATERPROOF BACK OF ALL THE RETAINING WALLS W/2 COATS OF ASPHALTIC EMULSION PER MANUFACTURER'S SPECIFICATIONS. 15. BACKFILLING SHALL NOT BE PERMITTED UNTIL 7 DAYS AFTER THE WALLS ARE BUILT. 16. CONTROL JOINTS SHALL BE PLACED AT ALL ANGLE POINTS, BC, EC, AND AT A MAXIMUM OF 24" O.C. 17. OUTLET OF ANY SURFACE DRAINAGE PIPE INTO A SUBDRAIN SYSTEM IS ABSOLUTELY PROHIBITED. 18. HEIGHT OF WALL SHALL COMPLY WITH ALL ZONING PROVISIONS. SHEET TITLE DRAWN BY SCALE DATE 2 DATE DATE REVISIONS 1 AL L C I T I E S C O N S U L T I N G E N G I N E E R S R E S E R V E S I T S C O P Y R I G H T S T O T H E S E P L A N S A N D D R A W I N G S . W R I T T E N P E R M I S S I O N A N D C O N S E N T O F A . C . C . E . I S R E Q U I R E D P R I O R T O C H A N G I N G , R E P R O D U C I N G , C O P Y I N G I N A N Y F O R M O R M A N N E R W H A T S O E V E R O R A S S I G N I N G T O A N Y T H I R D P A R T Y . ( r e v 1 1 - 4 - 0 4 ) A.C.C.E. AL L C I T I E S C O N S U L T I N G E N G I N E E R S 86 1 5 F L O R E N C E A V E # 1 0 2 DO W N E Y , C A 9 0 2 4 0 TE L . : ( 5 6 2 ) 8 6 1 - 7 9 0 0 S2 FLOOR/ROOF FRMG. 1/4"=1' DEC. 2022 FO U N D A T I O N / R O O F F R M G . P L A N 33 8 E F o o t h i l l B l v d , Ar c a d i a , C A 9 1 0 0 6 SHEET TITLE DRAWN BY SCALE DATE 2 DATE DATE REVISIONS 1 AL L C I T I E S C O N S U L T I N G E N G I N E E R S R E S E R V E S I T S C O P Y R I G H T S T O T H E S E P L A N S A N D D R A W I N G S . W R I T T E N P E R M I S S I O N A N D C O N S E N T O F A . C . C . E . I S R E Q U I R E D P R I O R T O C H A N G I N G , R E P R O D U C I N G , C O P Y I N G I N A N Y F O R M O R M A N N E R W H A T S O E V E R O R A S S I G N I N G T O A N Y T H I R D P A R T Y . ( r e v 1 1 - 4 - 0 4 ) A.C.C.E. AL L C I T I E S C O N S U L T I N G E N G I N E E R S 86 1 5 F L O R E N C E A V E # 1 0 2 DO W N E Y , C A 9 0 2 4 0 TE L . : ( 5 6 2 ) 8 6 1 - 7 9 0 0 DEC. 2022 N/A DETAILS SD1 ST R U C T U R A L D E T A I L S 33 8 E F o o t h i l l B l v d , Ar c a d i a , C A 9 1 0 0 6 SHEET TITLE DRAWN BY SCALE DATE 2 DATE DATE REVISIONS 1 AL L C I T I E S C O N S U L T I N G E N G I N E E R S R E S E R V E S I T S C O P Y R I G H T S T O T H E S E P L A N S A N D D R A W I N G S . W R I T T E N P E R M I S S I O N A N D C O N S E N T O F A . C . C . E . I S R E Q U I R E D P R I O R T O C H A N G I N G , R E P R O D U C I N G , C O P Y I N G I N A N Y F O R M O R M A N N E R W H A T S O E V E R O R A S S I G N I N G T O A N Y T H I R D P A R T Y . ( r e v 1 1 - 4 - 0 4 ) A.C.C.E. AL L C I T I E S C O N S U L T I N G E N G I N E E R S 86 1 5 F L O R E N C E A V E # 1 0 2 DO W N E Y , C A 9 0 2 4 0 TE L . : ( 5 6 2 ) 8 6 1 - 7 9 0 0 B A ST R U C T U R A L D E T A I L S SD3 DETAILS N/A SHEET TITLE DRAWN BY SCALE DATE 2 DATE DATE REVISIONS 1 AL L C I T I E S C O N S U L T I N G E N G I N E E R S R E S E R V E S I T S C O P Y R I G H T S T O T H E S E P L A N S A N D D R A W I N G S . W R I T T E N P E R M I S S I O N A N D C O N S E N T O F A . C . C . E . I S R E Q U I R E D P R I O R T O C H A N G I N G , R E P R O D U C I N G , C O P Y I N G I N A N Y F O R M O R M A N N E R W H A T S O E V E R O R A S S I G N I N G T O A N Y T H I R D P A R T Y . ( r e v 1 1 - 4 - 0 4 ) A.C.C.E. AL L C I T I E S C O N S U L T I N G E N G I N E E R S 86 1 5 F L O R E N C E A V E # 1 0 2 DO W N E Y , C A 9 0 2 4 0 TE L . : ( 5 6 2 ) 8 6 1 - 7 9 0 0 2022 REVISIONS BY REVISIONS BY REVISIONS BY REVISIONS BY REVISIONS BY REVISIONS BY DATE: 1-31-2023 SCALE: AS SHOWNPROJECT ENGINEER: JED RIZK 2241 OAK SHADE RD. BRADBURY, CA. 91008 PROJECT : DENTAL CLINIC REV. SPECIFICATIONS SCALE: AS SHOWNPROJECT : DENTAL CLINIC REV. PROJECT ENGINEER: JED RIZK 2241 OAK SHADE RD. BRADBURY, CA. 91008 DATE: 1-31-2023 338 E FOOTHILL BLVD ARCADIA Work Description 2 -Story Addition Code 2019 California Building Code W/ Local Amendments Job Number 22-XXX Date 20-Feb-23 All Cities Consulting Engineers 8615 Florence Blvd Suite #102 Downey, CA 90240 Job Address Responsibility We are engaged in providing structural calculations and consultation in relation to the above-described project. We have no authority insofar as contractor or owner’s personnel are concerned. It is solely the responsibility of the owner and/or contractor to observe all safety ordinances for protection of personnel. In making use of this document, the contractor/owner agree to hold our company harmless from all costs of litigation that may arise out of alleged damages or injuries associated with the work defined by this document. The designer provided all information regarding this project to our company. We did not make any inspection or investigation of the site. The calculations and details provided in this document are applicable only if the information provided to us is adequate and reflective of field conditions. In case of any discrepancies, please contact us immediately. ALLCITIESCE@YAHOO.COM STRUCTURAL CALCULATIONS PROJECT NAME SUBJECT Page Cover Page Design Criteria 1 Construction Notes 2 _ 5 Seismic Analysis S1 Wind Analysis W1-W2 Lateral Analysis L1-L2 Grid Analysis G1-G5 Foundion Analysis F1 Anchor Bolts Design A1-A2 STRUCALC SHEETS All Cities Consulting Engineers 8615 Florence Blvd Suite #102 Downey, CA 90240 ALLCITIESCE@YAHOO.COM Table of Contents Subject 22-XXX 338 E FOOTHILL BLVD 2/20/2023 A L L C I T I E S PROJECT NUMBER ADDRESS DATE 338 E FOOTHILL BLVD Table of Contents DESIGN CRITERIA ROOF LOADING FLOOR LOADING HOTMOP 6 psf Carpet 1.5 psf Sheathing 2 psf Sheathing 3 psf Rafters 2 psf Joists 3 psf Insulation 1 psf Insulation 1 psf Misc.1 psf Dry Wall 2.5 psf Solar Panels 3 psf Misc.1 psf Total Dead Load 17 psf Total Dead Load 12 psf Live Load (4:12)20 psf 40 psf Live Load (Flat)20 psf BALCONY & DECK LOADING Total Dead Load 12 psf Live Load 60 psf Stair Load 100 psf WALL LOADING Interior Walls 10 psf Exterior Walls 18 psf CODE:2019 California Building Code & Local Amendments Timber: Douglas Fir Larch (U.N.O)Concrete Masonry Units: a) Joists and Planks DF #2 a)f’m = 1500 psi b) Headers DF #1 b)Mortar Type M c) Beams and Stringers DF #1 c)No Special Inspection d) Posts DF #2 e) Parallem Beams 2.0E Concrete: e) Glulam Beams 24F-V4 a)f’c= 3000 psi min. @ 28 days b) b)Max Aggregate Size = ¾” Reinforcing Steel:Grade 60 Fy = 60000 psi Soil Bearing Pressure is Limited to 1500 psf. Unless a soils report is submitted. L.L Load Residential 2 CONSTRUCTION NOTES: GENERAL: 1. All work performed shall be in accordance with the 2019 edition of the California Building Code and applicable local laws and ordinances. 2. Where no specific detail, section or indication is given, typical or approved standard practice details are to be used. 3. The contractor shall verify all dimensions shown on plans and existing field conditions. In case of any discrepancies, the engineer shall be contacted before proceeding with the work. 4. The contractor shall coordinate all structural work with the architectural, mechanical, plumbing, and any other related drawings and notifies the engineer of any discrepancies. 5. Contractor shall verify location and size of floor, roof and wall openings with other drawings. Openings not shown on structural drawings are not permitted. FOUNDATION: 1. Design soil bearing pressure is limited to 1500 psf unless soil report submitted. 2. All exterior and interior pad footings shall extend into firm natural soil, approved compacted fill, or bedrock and shall be a minimum of 24” in depth when soil is expansive. 3. All footing excavations shall be inspected and approved by the Building Inspector prior to placement of forms, reinforcement or concrete. The excavations should be trimmed neat, level and square. All loose, sloughed and moisture softened materials should be removed prior to the placement of concrete. Materials from foundation excavations should not be spread in slab-on-grade areas unless they are compacted and tested. 4. Excavations adjacent to existing buildings or walls shall not extend below an angle of 45 degrees from the bottom of the footings of these adjacent structures, or the contractor shall provide adequate shoring for the excavations. 5. Where existing footings, pipes, utilities or other buried items are removed, the disturbed (loose) soil shall be removed and recompacted to a minimum of 90% of maximum density. 6. All fills shall be compacted to a minimum of 90% of maximum density in accordance with ASTM D-1557-00. 3 CONCRETE: 1. All concrete construction shall conform with both Chapter 19 of the Code and the provisions of ACI 318, latest Edition. 2. All concrete shall be made with stone aggregate and shall attain a minimum compressive strength as follows: Location Strength Density Slump Max W/C (PSI) (PCF) (INS) Ratio Footings 3000 150 4 0.58 Slabs 3000 150 4 0.58 Grade Beams 3000 150 4 0.58 Non-Structural Conc. 2000 150 4 0.60 3. Special inspection by a certified inspector shall be provided for structural concrete when the structural design is based on f’c in excess of 2500 psi or where a special hazard exists per a local ordinance. 4. Cement for concrete. Mortar, and grout shall be Type V conforming to ASTM C- 150. Aggregates shall conform to ASTM C-33 and shall not exceed 1” in size. 5. The engineer shall approve location of all construction joints. 6. Clean and roughen to ¼” amplitude all concrete surfaces against which new concrete is to be placed. 7. Provide sleeves for plumbing and electrical openings in concrete before placing. Do not cut reinforcing which may conflict. Notify the Civil Engineer in advance of conditions not shown on the drawings. 8. Pipes larger than 1-1/2” diameter shall not embedded in structural concrete except where specifically approved by the Civil Engineer. Pipes shall not displace or interrupt reinforcing bars, space embedded pipes and sleeves at a minimum of 3 diameters on center. Aluminum conduit shall not be used. 9. Drypack shall be 1:3 cement sand mix. 10. All anchor bolts, dowels and other inserts shall be placed before poring concrete. REINFORCING STEEL: 1. All detailing, erection, and fabrication of reinforcing and accessories shall conform to the Manual of Standard Practice of the Concrete Reinforcing Steel Institute. 2. Reinforcing steel shall conform to ASTM A-615, Grade 60. Deformations shall be in accordance with ASTM A-370. 3. Reinforcing shown continuous shall be lapped 40 bar diameters (24” minimum) in concrete, unless noted otherwise. 4. Reinforcing shall have the following minimum cover: A. Concrete poured against and permanently exposed to earth 3-inch B. Concrete exposed to earth or weather No. 6 through No. 18 2-inch No. 5 Bar, W31or D31 Wire & smaller 1-1/2 inch C. Concrete not exposed to weather or in contact w/ ground 1-inch 4 5. Welded wire mesh shall conform to ASTM A-185. Lap one full mesh plus 2” at splice. WOOD FRAMING: 1. Framing lumber shall be Douglas Fir-Larch, grade marked by W.W.P.A. or W.C.L.I.B. as follows, unless noted on plans: Vertical Framing 2” x 4” Standard Grade or Better 2” x 6” and Larger No. 2 Grade or Better 4” x 4” and Larger No. 1 Grade or Better Horizontal Framing 2” x No. 2 Grade or Better 4” x & 6” x and Larger No. 1 Grade or Better 2. Plywood roof and floor sheathing shall be as noted on plans. Plywood for shear walls shall be a minimum of Structural II. All sheets shall conform to DOC PS-1 and shall be bonded with exterior glue. 3. Each plywood sheet shall have a minimum area of 8 square feet and a minimum dimension of 2 feet in any direction. Plywood shall be installed with joints staggered in adjacent sheets, with each sheet continuous over 2 or more supports and the face grain perpendicular to supports for floor and roof sheathing, and parallel to supports for wall sheathing. All sheets shall conform to DOC PS-1 and shall be bonded with exterior glue. 4. All nails shall be common wire nails with minimum nailing per Tables 11N-11R, of NDS for wood construction, unless shown otherwise. 5. All framing hardware shown are strong-Tie Connectors as manufactured by the Simpson Company, unless noted otherwise. All hardware to be installed per manufacturer’s recommendations. 6. Bolts shall conform to ASTM A-307-03. Provide washers under all bolts, nuts, and screw heads. 7. Provide double joists under all parallel walls and solid blocking under walls perpendicular to floor joists. 8. Anchor bolts shall be 5/8” in diameter by 12” long with 3”x3”x0.229” washers embedded 9” minimum into concrete or masonry, unless noted otherwise on plans. See shear wall schedule and plans for spacing. Install a minimum of 2 bolts in each piece of pressure treated sill plate, with the first bolt within 12” of the end of the plate. 9. Joists or rafters framing from opposite sides of beams or walls shall be lapped a minimum of 6” and spliced with 4-16d nails, unless noted otherwise on plans. 10. Beams built-up with more than 2-2”x members shall have all pieces full length and shall have 1/2" bolts at 18” O.C. staggered top and bottom 3” from the edges, with the first bolt 3-1/2” from the end. 11. All flush framed 2”x connections shall be made with Simpson “LUP” series hangers, unless noted otherwise on the plans. 5 12. All flush framed 2”x and larger connections shall be made with Simpson “B” series hangers, unless noted otherwise on the plans. 13. Lap all 2x top plates a minimum of 4’-0” at splices and nail with 10-16d on each side of each splice, unless noted otherwise on the plans. Where top or sill plates are cut, use a 1/8” x 1-1/2” metal strap with 10-16d on each side of cut. 14. Studs may be cut or notched to a maximum depth of 25% of the width. Bored holes shall not be nearer than 5/8” to the edge of a stud and shall not exceed 40% of stud width. 15. Joists or rafters may be notched at top or bottom a maximum of one-sixth of depth, but not within middle third of span. Holes bored in joists or rafters shall not be nearer than 2” to the edge and shall not exceed one-third of the joist or rafter depth. 16. Notching of exterior and bearing/nonbearing walls shall not exceed 25%/40% respectively. Bored holes in bearing/nonbearing walls shall not exceed 40%/60% respectively. 17. Roof diaphragm nailing to be inspected before covering. Face grain of plywood shall be perpendicular to supports. 18. Floors shall have tongue and groove or blocked panel edges. Plywood spans shall conform. PARALLAM TIMBER: 1. The parallam beams are to be fabricated in the shop of a licensed fabricator. 2. The manufacture’s logo is to be imprinted on the side of the parallam beam. 3. The parallam beams are to be load tested by the manufacturer and the test results submitted to the building inspector. 4. The parallam beams are manufactured by TrusJoist MacMillan and the ICC Report number is ESR 1387. 5. The Parallam timber members shall be 2.0E Parallam PSL with the following design stresses: Shear Modulus of elasticity G = 125,000 psi Modulus of elasticity E = 2.0 x 106 psi Flexural Stress Fb = 2900 psi Compression perpendicular to grain parallel to wide face of strands Fc= 650 psi Compression parallel to grain Fc = 2900 psi Horizontal shear perpendicular To wide face of strands Fv = 290 psi STRUCTURAL STEEL SHALL CONFIRM TO THE FOLLOWING: Wide flange shapes ASTM A-992 TS shapes ASTM A-500, Grade B Pipe shapes ASTM A-53, Grade B Other rolled shapes, Bars and Plates ASTM A-36 12/1/22, 7:23 PM ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=34.1509259&lng=-118.021422&address=338 E Foothill Blvd%2C Arcadia%2C CA 91006 1/2 This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Hazards by Location Search Information Address:338 E Foothill Blvd, Arcadia, CA 91006 Coordinates:34.1509259, -118.021422 Elevation:516 ft Timestamp:2022-12-01T17:22:39.611Z Hazard Type:Wind ASCE 7-16 MRI 10- Year Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. MRI 25- Year Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. MRI 50- Year Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. MRI 100- Year Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. Risk Category I Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. Risk Category II Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. ASCE 7-10 MRI 10- Year Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. MRI 25- Year Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. MRI 50- Year Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. MRI 100- Year Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. Risk Category I Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. S i l ASCE 7-05 ASCE 7-05 Wind Speed Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. 516 ft Map data ©2022 Google, INEGI 12/1/22, 7:23 PM ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=34.1509259&lng=-118.021422&address=338 E Foothill Blvd%2C Arcadia%2C CA 91006 2/2 Risk Category III Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. Risk Category IV Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. Risk Category II Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. Risk Category III- IV Special Region mph You are in a special wind region. Please contact the Authority Having Jurisdiction. The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report 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. ATC does 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 report 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 report. 12/1/22, 7:23 PM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=34.1509259&lng=-118.021422&address=338 E Foothill Blvd%2C Arcadia%2C CA 91006 1/2 This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Hazards by Location Search Information Address:338 E Foothill Blvd, Arcadia, CA 91006 Coordinates:34.1509259, -118.021422 Elevation:516 ft Timestamp:2022-12-01T17:23:19.575Z Hazard Type:Seismic Reference Document: ASCE7-16 Risk Category:II Site Class:D-default Basic Parameters Name Value Description SS 1.954 MCER ground motion (period=0.2s) S1 0.733 MCER ground motion (period=1.0s) SMS 2.345 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value SDS 1.563 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.893 Coefficient of risk (0.2s) CR1 0.893 Coefficient of risk (1.0s) PGA 0.851 MCEG peak ground acceleration 516 ft Map data ©2022 Google, INEGI 12/1/22, 7:23 PM ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=34.1509259&lng=-118.021422&address=338 E Foothill Blvd%2C Arcadia%2C CA 91006 2/2 FPGA 1.2 Site amplification factor at PGA PGAM 1.021 Site modified peak ground acceleration TL 8 Long-period transition period (s) SsRT 1.954 Probabilistic risk-targeted ground motion (0.2s) SsUH 2.188 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.222 Factored deterministic acceleration value (0.2s) S1RT 0.733 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.821 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.733 Factored deterministic acceleration value (1.0s) PGAd 0.91 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report 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. ATC does 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 report 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 report. SEISMIC (S)(B1) PROJECT : CITY: ARCADIA STREET:STATE: CA JOB NO. : 22-XXX DATE : Seismic Analysis Based on 2018 IBC/ASCE 7-16 - Equivalent Lateral Force (ELF) Procedure INPUT DATA DESIGN SUMMARY Typical floor height h =8.5 ft Total base shear Typical floor weight wx =17 PSF(ROOF) 12 PSF(FLOOR)V = 0.24 W, (SD) =29.03 k, (SD) Number of floors n =2 = 0.17 W, (ASD) =20.74 k, (ASD) Importance factor (ASCE 11.5.1)I =1.00 (IBC Tab.1604.5)Seismic design category =D Building location Zip Code 91006 Latitude:34.1509259 Site class (A, B, C, D, E, F)D (If no soil report, use D) Longitude:-118.02142 The coefficient (ASCE Tab 12.8-2)Ct =0.02 SS =1.954 %g , Sms =2.345 g , Fa =1.200 The coefficient(ASCE Tab. 12.2.1) R =6.50 S1 =0.733 %g , Sm1 =1.246 g , Fv =1.700 SDS =1.563 g ,SD1 =0.831 g hn = 16.5 ft k = 1.00 x = 0.75 , (ASCE Tab 12.8-2) W = 120.7 k Swxhk = Ta = Ct (hn)x = 0.16 VERTICAL DISTRIBUTION OF LATERAL FORCES Level Level Floor to floor Height Weight Lateral force @ each level Diaphragm force No. Name Height hx wx wxhxk Cvx Fx Vx O. M.SFi SWi Fpx ft ft k k k k-ft k k k 2 Roof 16.5 53.7 886 0.609 17.67 17.7 54 17.7 8.00 17.67 1 2nd 8.5 67.0 570 0.391 11.4 141 29.0 121 21 8.50 29.0 ALLCITIE S 338 E FOOTHILL BLVD 1,456 , (ASCE 12.8.3, pg 130) Sec, (ASCE 12.8.2.1) 2/20/2023 338 E FOOTHILL BLVD S4 ASCE 7-16 (IBC 2018) WIND: BUILDING DATA: Basic wind speed (3 sec gust) =110 MPH Exposure Roof Pitch =0.08 :12 Floor Height =8.5 ft Building Height to Eave =19.33 ft Building Height to Ridge = 23.41 ft Building Length (Longitudinal) =39.5 ft Building Width (Transverse) =41 ft Mean Roof Height h =21.37 ft Height Adjustment factor λ =1.31 Fig 28.6-1 -20.88G -13.27H -20.88G -13.27H -30.05E -17.17F -30.05E -17.17F -7.81D -13.08B θ=0.4 16.59C All forces shown in psf 16.59C 23.41 24.98A 19.33 24.98A 8.5 =41 =39.5 TRANSVERSE ELEV.LONGITUDINAL ELEV. 24.98A 2a= 7.9ft 10 % of least dimension= 4.0 ft 15.42 kips 40 % of the eave height = 8.5 ft 41 ft 16.00 k 18.2psf 4 % of least dimension or 3 ft= 3.0 ft 16.59C 18.2 psf therefore a = 4.0 ft 39.5 ft Example: ps = λ Kztps30 EQ 28.6-1 All forces shown in psf 7.9ft Kzt =1.00 Fig 26.8-1 horizontal load at end zone ps30 =19.1 Fig 28.6-1 16.59C 24.98A Height Adjustment factor λ = 1.31 Fig 28.6-1 PLAN VIEW FIGURE 28.6-1, Main Wind Force System 24.98psf Roof Angle Wall (A) Roof (B) Wall (C ) Roof (D) WW (E) LW (F) WW (G) LW (H)EOH GOH Transverse 0.4 24.98 -13.08 16.59 -7.81 -30.05 -17.17 -20.88 -13.27 -42.15 -32.98 Longitudinal All 24.98 -13.076 16.589 -7.8064 -30.0546 -17.174 -20.882 -13.271 -42.154 -32.982 * If roof pressure under horizontal loads is less than zero, use zero Plus and minus signs signify pressures acting toward and away from projected surfaces, respectively. For the design of the longitudinal MWFRS use Ө = 0°, and locate the zone E/F, G/H boundary at the mid-length of the building Interior zone Interior zone Overhang Direction SEC 28.6 MOTHOD 2- SIMPLIFIED PROCEDURE (LOW-RISE, 60 FT) End Zone End ZoneLoad Horizontal Loads Vertical Loads MWFRS PROJECT NAME 338 E FOOTHILL BLVD Downey, CA 90240 ALLCITIESCE@YAHOO.COM ALLC ITI E S SHEET OF CALCULATION All Cities Consulting Engineers 8615 Florence Blvd Suite #102 SUBJECT WIND ANALYSIS PROJECT NUMBER 22-XXX ADDRESS 338 E FOOTHILL BLVD USING IBC2018 DATE 2/20/2023 ` X W5 1- DIR A-B: ROOF: V = 2V1 + V2 V1 = 2a x HRoof / 2 x Ps (End Zone A) + 2a x Parapet x Ps (End Zone B) = 1069 lbs V2 = (L - 4a) x HRoof / 2 x Ps (Interior Zone C) + (L - 4a) x Parapet x Ps (Interior Zone D) =2129 lbs VRoof = FLOOR: V = 2V1 + V2V1 = 2a x (HRoof + HFloor) / 2 x Ps (End Zone A) 1907 lbs V2 = (L - 4a) x (HRoof + HFloor) / 2 X Ps (Interior Zone C) 3800 lbs VFloor = 2-DIR 1-2: ROOF: V = 2V1+V2 V1 = 2a x HRoof / 2 x Ps (End Zone A) + A0 x Ps (End Zone A) = 1224 lbs V2 = (B - 4a) x HRoof / 2 x Ps (Interior Zone C) + ((B x Parapet / 2) - 2A0) x Ps (Interior Zone C) = 1318 lbs VRoof = FLOOR: V = 2V1 + V2 V1 = 2a x (HRoof + HFloor) / 2 x Ps (End Zone A) = 1907 lbs V2 = (B - 4a) x (HRoof + HFloor) / 2 x Ps (Interior Zone C) = 4040 lbs VFloor = 4266 lbs 7614 lbs 3765 lbs 7855 lbs = W6 LATERAL ANALYSIS (L) (BLOCK1): 2- Story House: Roof Area:A2 =s.ft W1(lbs ) =1559 * 17 W1(lbs ) = Floor Area: A1 =s.ft W2(lbs ) =1542 * 12 W2(lbs ) = WALLS WEIGHTS: (BLOCK1): 2-STORY HOUSE Roof walls: H= 8 3' PARAPET L1 (ft) =165 W1(lbs ) =165 * 7 * 18 = 20790 L2 (ft) =160 W2(lbs ) =160 * 4 * 10 = 6400 WT (lbs ) = Floor walls: H= 8.5 L1 (ft) =165 W1(lbs ) =165 * 4.25 * 18 = 12623 L2 (ft) =205 W2(lbs ) =205 * 4.25 * 10 = 8712.5 WT (lbs ) = THE REDUNDANCY FACTOR (ρ) = 1.3 => MULTIPLY BY FACTOR = 1.3 (ASCE7 sec.12.3.4.2) (BLOCK1): TOTAL Wts 2- Story House : ROOF:W= 26503 + 27190 = 53693 V= 17.67 16.4 (KIPS) FLOOR:W= 18504 + 27190 + 21335 =67029 V= 11.36 10.6 (KIPS) WIND ANALYSIS : (BLOCK1): 2-Story House: DIR 1-2 Roof: H= 8 W= 41 V= 3.77 (KIPS) Floor: H= 8.5 W= 41 V= 7.85 (KIPS) DIR A-B: Roof: H= 8 W= 39.5 V= 4.27 (KIPS) Floor: H= 8.5 W= 39.5 V= 7.61 (KIPS) ACCORDING TO WHAT GOVERNS: (BLOCK1): 2-Story House DIR1-2 SEISMIC ANALYSIS GOVERNS DIR A-B SEISMIC ANALYSIS GOVERNS 26503 18504 27190 DATE LATERAL ANALYSIS PROJECT NUMBER 2/20/2023 1559 1542 ALLOWABLE VALUE=V*1.3/1.4 22-XXX 338 E FOOTHILL BLVD A L L C I T I E S SHEET OF CALCULATION 338 E FOOTHILL BLVDPROJECT NAME LATERAL SEISMIC ANALYSIS: SUBJECT ADDRESS ALLCITIESCE@YAHOO.COM All Cities Consulting Engineers 8615 Florence Blvd Suite #102 Downey, CA 90240 21335 L7 LATERAL ANALYSIS (L) (BLOCK1): 2-Story House: ROOF: DIR 1-2: 421.0 V= 16.407 A= 1559 Fb= 16407 1559 35 Fb= 10.5 EX 1 2 W1 (lb/ft)= 10.5 *40 = 421.0 7998 701 W2 (lb/ft)= 10.5 *20 = 210.5 DIR A-B: V= 16.407 A= 1559 73.7 Fb= 16407 1559 Fb= 10.5 10 W1 (lb/ft)= 10.5 *7 = 73.7 A B C 393 697 353 FLOOR: DIR 1-2: V= 10.552 A= 1542 273.7 Fb= 10552 1542 Fb= 6.8 35 W1 (lb/ft)= 6.8 *40 = 273.7 EX 1 2 W2 (lb/ft)= 6.8 *19 = 130.0 5180 390 DIR A-B: V= 10.552 A= 1542 47.9 Fb= 10552 1542 Fb= 6.8 10 W1 (lb/ft)= 6.8 *7 = 47.9 A B C 239 453 213 1 2 A B C ROOF 7998 701 393 697 353 FLOOR 5180 390 239 453 213 TOTAL 13178 1091 632 1149 566 6 8.91 0.33 6 210.5 0.33 130.0 8.91 0.33 L8 GRID ANALYSIS (G) LATEREAL SHEAR ANALYSIS ACCORDING TO CBC 2019: LA CITY RECOMANDATIONS H = 8.0 ft L WALL L.DROOF L.D L WALL L.DROOF L.D 4.00 ft 18 psf 12 psf 5.41 ft 18 psf 12 psf 0.0 ft 144 plf 0 plf 0.0 ft 144 plf 0 plf OVERTURNING MOMENT 25192 RESISITING MOMENT 439.1 803.2 5607 UPLIFT FORCE 6188 888 ROOF TRIBUTARY TOTAL LOAD 576.0 779.0 RESISITING LOAD (1)L/2*(0.6-0.14SDS)*LOAD L/2*(0.6-0.14SDS)*LOAD ROOF LOAD A L L C I TIE S SHEET OF CALCULATION All Cities Consulting Engineers 8615 Florence Blvd Suite #102 2/20/2023 ALLCITIESCE@YAHOO.COM LATERAL ANALYSIS PROJECT NUMBER 22-XXX PROJECT NAME 338 E FOOTHILL BLVD Downey, CA 90240 ROOF CALCULATIONS: DATE SUBJECT 338 E FOOTHILL BLVDADDRESS GRID 1.0 F (lb)7998 3.75+6.41 F (lb/ft)787 980*2*3.75/8=919>787 OK W. LENGTH 10.16 W. TYPE 4DOUBLE STRAP USE CMST12 ALLOWABLE STRAP 9215 SUPPORT 1-SHEAR WALL 2nd EDGE ALLOWABLE STRAP 9215 H (ft)8.0 STRAP USE CMST12 SUPPORT 1-SHEAR WALL 1st EDGE 2.0 701 5.41 130 2 8.0 1-SHEAR WALL 3129 MST48 MST48 1-SHEAR WALL 3129 G9 GRID ANALYSIS (G) L WALL L.DROOF L.D L WALL L.DROOF L.D 6.00 ft 18 psf 12 psf 6.00 ft 18 psf 12 psf 0.0 ft 144 plf 0 plf 9.0 ft 144 plf 108 plf W. LENGTH GRID F (lb) RESISITING LOAD (1) O.T. ROOF LOAD ROOF TRIBUTARY TOTAL LOAD RESISITING MOMENT OVERTURNING MOMENT SUPPORT UPLIFT FORCE 1st EDGE SUPPORT ALLOWABLE STRAP STRAP USE 2nd EDGE STRAP USE 929 ALLOWABLE STRAP 1-SHEAR WALL L/2*(0.6-0.14SDS)*LOAD 864.0 987.9 5572 764 1-SHEAR WALL 3129 MST48 3129 MST48 697 353 B C 66 F (lb/ft)116 59 W. TYPE 2 2 H (ft)8.0 8.0 L/2*(0.6-0.14SDS)*LOAD 470 2820 182 1512.0 1728.9 3129 1-SHEAR WALL 1-SHEAR WALL MST48 3129 MST48 G10 GRID ANALYSIS (G) H = 8.5 ft L WALL L.DROOF L.D L WALL L.DROOF L.D 5.25 ft 18 psf 12 psf 5.41 ft 18 psf 12 psf 0.0 ft 306 plf 0 plf 3.0 ft 153 plf 36 plf ANCHOR BOLT USE F (lb/ft) HOLDOWN USE GRID FLOOR CALCULATIONS: W. TYPE 1.0 W. LENGTH F (lb) ROOF TRIBUTARY H (ft) ALLOWABLE HOLDOWN 13178 5.25+6.41+12 23.66 557 5 8.5 NEW 1"A.B W/WASHER 1606.5 1022.5 5.41 202 2.0 1091 2 8.5 3424 HDU4 NEW SSTB24 11194 HDU14 RESISITING MOMENT 1607.3 1054.2 TOTAL LOAD 1519 TOTAL UPLIFT FORCE 10616 2407 UPLIFT FORCE ABOVE 6188 888 ROOF LOAD OVERTURNING MOMENT FOUNDATION BELOW RESISITING LOAD (1)L/2*(0.6-0.14SDS)*LOAD L/2*(0.6-0.14SDS)*LOAD 927324856 UPLIFT FORCE 4428 G11 GRID ANALYSIS (G) L WALL L.DROOF L.D L WALL L.DROOF L.D L WALL L.DROOF L.D 6.00 ft 18 psf 12 psf 6.00 ft 10 psf 12 psf 6.00 ft 18 psf 12 psf 6.0 ft 399 plf 72 plf 0.0 ft 170 plf 0 plf 18.0 ft 306 plf 216 plf 94 2 566 L/2*(0.6-0.14SDS)*LOAD L/2*(0.6-0.14SDS)*LOAD ANCHOR BOLT USE SSTB20 SSTB24 SSTB20 FOUNDATION BELOW NEW NEW NEW HOLDOWN USE HDU2 HDU2 HDU2 ALLOWABLE HOLDOWN 2306 2306 2306 UPLIFT FORCE ABOVE 764 182 TOTAL UPLIFT FORCE 1796 2198 387 OVERTURNING MOMENT 14009 9770 4810 UPLIFT FORCE 1796 1434 205 1020.0 3132.0 RESISITING MOMENT 3230.6 1166.3 3581.3 ROOF LOAD ROOF TRIBUTARY RESISITING LOAD (1) TOTAL LOAD 2825.3 L/2*(0.6-0.14SDS)*LOAD H (ft)22.2 8.5 8.5 W. TYPE 2 2 F (lb/ft)105 192 280*6*2/17.5=192>105 W. LENGTH 6 6 6 C F (lb)632 1149 GRID A B G12 GRID ANALYSIS (G) DETERMINE MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3.2) Δ = ΔBending + ΔShear + ΔNail slip + ΔFastener slip = 8vbh3 + vbh + 0.75hen + hda EALw Gt Lw E = 1.7E+06 psi en = 0.010 in (TABLE 2305-.2.2(1)) A = 12.25 in2 da = 0.15 in Gt = 35000 psi Lw = WALL WIDTH (ft) (TABLE 2305-.2.2(2))h = WALL HEIGHT (ft) Vb = MAX STRENGHT DESIGN SHEAR VALUE (lb/ft) = F*1.4/Lw hsx = STORY HEIGHT BELOW LEVEL X MAXIMUM SHEAR WALL DISPLACEMENT Δa= 0.025hsx (ASCE TABLE 12.12-1) 2- STORY BUILDING (ASCE7-16 SEC. 12.8.6) δx =Cdδxe/I (δxe = Δ) Where:δx (Max. Amplified Displacement) δxe (The Deflections determined by an Elastic Analysis) Cd = 4 (for light framed walls sheathed with wood structural panels) - (ASCE7-16 table 12.2-1) I = 1 (importance factor) - (ASCE7-16 SEC 11.5.1) FLOOR WALL Vb(lb) Lw (ft) F (lb/ft) h (ft) δxe (in) δx (in) Δa (in) 1 13178 47.32 390 8.5 0.19 0.75 2.55 2 1091 5.41 282 8.5 0.38 1.52 2.55 B 1149 6 268 17.5 0.79 3.18 5.25 C 566 6 132 17.5 0.68 2.72 5.25 A 632 6 148 17.5 0.69 2.77 5.25 ROOF WALL Vb(lb) Lw (ft) F (lb/ft) h (ft) δxe (in) δx (in) Δa (in) 1 7998 10.16 1102 8 0.45 1.81 2.40 2 701 5.4 181 8 0.33 1.32 2.40 B 697 6 163 8 0.30 1.21 2.40 C 353 6 82 8 0.28 1.13 2.40 Max story drift Floor level = 3.18 in Max story drift Roof level = -1.37 in MAX Allow. drift Δa (floor) = 2.55 in MAX Allow. drift Δa (roof) = 2.40 in G13 FOUNDATION ANALYSIS (F) FOUNDATION ANALYSIS AND DESIGN SOIL BEARING PRESSURE IS LIMITED TO (PER TABLE 1806.2-UNLESS A SOIL REPORT IS SUBMITTED) : σ =1500 psf (IN CASE THE FOOTING DEPTH IS EQUAL TO 24" USE 10% INCREASE) 1- CONTINUOUS FOOTING UNIFORM LOAD: 12" WIDE = 15" WIDE = 18" WIDE = 2- CONCENTRATED LOAD ON CONTINUOUS FOOTING LOAD CAPACITY 12" WIDE BY 12" BELOW FINISH GRADE CONCENTRATED LOAD: L = 36 + 3.50 L = 39.5 in W= 3.5 in L = 39.5 x 12 = 474 in2 x = LBS S.F 15" WIDE BY 18" BELOW FINISH GRADE L = 48 + 3.50 D L = 51.5 in L = 51.5 x 15 = 772.5 in2 x = LBS S.F L=2*D+W D= FOOTING HIGHT+6" 15" WIDE BY 24" BELOW FINISH GRADE L = 60 + 3.50 L = 63.5 in L = 63.5 x 15 = 952.5 in2 x = LBS S.F 18" WIDE BY 24" BELOW FINISH GRADE L = 60 + 3.50 L = 63.5 in L = 63.5 x 18 = 1143 in2 x = LBS S.F 3- CONCENTRATED LOAD ON PAD FOOTING, LOAD CAPACITY 12" DEEP Pall = 2.25 ft2 x σ Pall = 4 ft2 x σ 42" SQ Pall = lb 18SQ Pall = 3375 lb 24SQ Pall = 6000 lb 44" SQ Pall = lb 48" SQ Pall = lb Pall = 6.25 ft2 x σ Pall = 9 ft2 x σ 54" SQ Pall = lb 30SQ Pall = 9375 lb 36SQ Pall = 13500 lb Pall = 11.11 ft2 x σ 40SQ Pall = 16665 lb PAD FOOTING DESIGN: ASSUME ALLOWABLE SOIL PRESSURE = 1500 PSF PER TABLE 18-1-1 PAD NAME 1500 lb/ft 2250 lb/ft 1875 lb/ft 10914.06 3.29 5.36 8046.88 30375 SUBJECT MEMBERS PAD AREAREACTION ALLCITIESCE@YAHOO.COM 22-XXX 338 E FOOTHILL BLVD 2/20/2023PAD DESIGN PROJECT NUMBER ADDRESS DATE FOUNDATION ANALYSIS 18375 A L L C I T I ES All Cities Consulting Engineers 8615 Florence Blvd Suite #102 Downey, CA 90240 SHEET OF CALCULATION PROJECT NAME 338 E FOOTHILL BLVD 4937.50 7.28 20166 24000 13096.88 8.73 STATUS FOUND σ 144 σ 144 σ 144 σ 144 F14 FOUNDATION ANALYSIS (F) D.L L.L R.L S.L 298 30 13323 NO PAD 730 44 13381 NO PAD 9.10 S.F A = R/1500 ft2 H12L B2 NEW FOUND 9.44 S.F CAPACITY 10.00 NEW FOUND 10.00 F15 AT GRID 1 INPUT DATA & DESIGN SUMMARY CONCRETE STRENGTH fc'= 2.5 ksi SPECIFIED STRENGTH OF FASTENER futa = 60 ksi (The strength of most fastenings is likely to be controlled by the embedment strength rather than the steel strength, so it is usually economical to use ASTM A307 Grade A fastener.) DESIGN TENSION LOAD Nua,1 = 10616 LBS FACTORED DESIGN TENSION LOAD Nua,1 = 11.4332 k (*1.4/1.3) FACTORED DESIGN SHEAR LOAD Vua,1 = 0 k EFFECTIVE EMBEDMENT DEPTH hef =20.000 in FASTENER DIAMETER d =1.000 in FASTENER HEAD TYPE 5 Hardened Washers ( 1=Square, 2=Heavy Square, 3=Hex, 4=Heavy Hex, 5=Hardened Washers )[THE FASTENER DESIGN IS ADEQUATE.] ca1 =6.000 in SEISMIC LOAD ? (ACI 318 17.2.3) Yes ANALYSIS EFFECTIVE AREA OF FASTENER Ase,N = 0.606 in2 BEARING AREA OF HEAD Ab = 2.356 in2, ( or determined from manufacture's catalogs.) CHECK FASTENER TENSILE STRENGTH (ACI 318 17.4.1.2) =27.270 k =Nua =27.270 k [Satisfactory] where :f =0.75 x 1 = 0.75 , (ACI 318-14 17.2.3.4.4) W0 =3.00 CHECK CONCRETE BREAKOUT STRENGTH : (ACI 318 17.4.2.1) =27.530 k >Nua [Satisfactory] where :f =0.75 x 0.75 = 0.5625 yc,N term is 1.0 for location where concrete cracking is likely to occur. CHECK PULLOUT STRENGTH : (ACI 318 17.4.3.1) =35.340 k >Nua [Satisfactory] where :f =1 x 0.75 = 0.75 ycp,N term is 1.0 for location where concrete cracking is likely to occur. CHECK SIDE-FACE BLOWOUT STRENGTH : (ACI 318 17.4.4.1) =41.443 k >Nua [Satisfactory] where :f =0.75 x 0.75 = 0.5625 DETERMINE DESIGN TENSILE STRENGTH : =27.270 K CHECK FASTENER SHEAR STRENGTH : (ACI 318 17.5.1.2) =14.180 k >Vua =0.000 k [Satisfactory] where :f =0.65 x 1 = 0.65 (for built-up grout pads, first factor shall be multiplied by 0.8, ACI 318 17.5.1.3) CHECK CONCRETE BREAKOUT STRENGTH FOR SHEAR LOAD : (ACI 318 17.5.1.2) =5.848 k >Vua [Satisfactory] where :f =0.75 x 1 = 0.75 yc,V term is 1.0 for location where concrete cracking is likely to occur. AV / AVo and ycd,V terms are 1.0 for single shear fastener not influenced by more than one free edge. Single Fastener in Tension and Shear Near an Edge Based on ACI 318-14 DIST. BETWEEN THE FASTENER AND EDGE , ASCE 7-16 Tab. 12.2-1 or 15.4-1 AL L CIT I E S SHEET OF CALCULATION All Cities Consulting Engineers 8615 Florence Blvd Suite #102 PROJECT NAME 338 E FOOTHILL BLVD Downey, CA 90240 ALLCITIESCE@YAHOO.COM SUBJECT LATERAL ANALYSIS PROJECT NUMBER 22-XXX ADDRESS 338 E FOOTHILL BLVD DATE 2/20/2023 ,se Nsa utanfNAf f   '1.5 , , ,2 0.30.7 241.59 N Ncb b efed N c N c N c No efef cA A fN N hhA h f f fy y y       ' ,8bpncp N cfNAf fy '1160 bsb a cfN c Af f min , , ,n sa cb pn sbN N N N N f f f f f ,0.6 se Ns utnfV Af f 0.2 '1.5, , , , 7V Vcb bcd V c V cd V c V cVo Vo lA A d fV V cdA A f f fy y y y          A16 (Cont'd) CHECK PRYOUT STRENGTH FOR SHEAR LOAD : (ACI 318 17.5.3.1) =73.415 k >Vua [Satisfactory] where :f =0.75 x 1 = 0.75 yc,N term is 1.0 for location where concrete cracking is likely to occur. kcp =2.0 for hef > 2.5 in. DETERMINE DESIGN SHEAR STRENGTH : =5.848 K CHECK TENSION AND SHEAR INTERACTION : (ACI 318 17.6) Since Nua,1 >0.2 f Nn and Vua,1 <0.2 f Vn the full tension design strength is permitted. The interaction equation must be used 0.42 <1.2 [Satisfactory] Summary of Dimensional Properties of Fasteners Effective Gross Area of Area of Threaded Fastener Fastener Heavy Heavy Hardened ( in2 )( in2 )Square Hex Washers 0.250 1/4 0.049 0.032 0.142 0.201 0.117 0.167 0.258 0.375 3/8 0.110 0.078 0.280 0.362 0.164 0.299 0.408 0.500 1/2 0.196 0.142 0.464 0.569 0.291 0.467 0.690 0.625 5/8 0.307 0.226 0.693 0.822 0.454 0.671 1.046 0.750 3/4 0.442 0.334 0.824 1.121 0.654 0.911 1.252 0.875 7/8 0.601 0.462 1.121 1.465 0.891 1.188 1.804 1.000 1 0.785 0.606 1.465 1.855 1.163 1.501 2.356 1.125 1 1/8 0.994 0.763 1.854 2.291 1.472 1.851 2.982 1.250 1 1/4 1.227 0.969 2.288 2.773 1.817 2.237 3.682 1.375 1 3/8 1.485 1.160 2.769 3.300 2.199 2.659 4.455 1.500 1 1/2 1.767 1.410 3.295 3.873 2.617 3.118 5.301 1.750 1 3/4 2.405 1.900 - - - 4.144 6.541 2.000 2 3.142 2.500 - - - 5.316 7.903 HexSquare( in ) Fastener Diameter Bearing Area of Heads, Nuts, and Washers ( Ab ) ( in2 )   '1.5, , ,2 0.30.7 241.59 N Ncp cp b cp efed N c N c N c No efef cA A fV k N k hhA h f f fy y y       min , ,n sa cb cpV V V Vf f f f ,1 ,1ua ua n n N V N Vf f   A18 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :4.67 FT RET WALL Page : 1 Dsgnr:Date:5 DEC 2022 Description.... 4.67 FT RET WALL This Wall in File: E:\MY FILES\USA_FILES\FOUAD\22-XXX 338 E FOOTHILL BLVD, ARCADIA, CA 91006\RET WAL RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06061083License To : MID CITIES ENGINEERING Project Name/Number : RET WALL (12- 4.67 0.00 0.00 6.00 1,500.0 45.0 0.0 100.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel =Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.300 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 476.0 2,100.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Line Load Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Service Level) Seismic (E)= Design Summary Wall Stability RatiosOverturning =3.09 OKSlab Resists All Sliding ! Total Bearing Load =4,284 lbs...resultant ecc.=0.47 in Soil Pressure @ Toe =1,234 psf OK Soil Pressure @ Heel =1,443 psf OK Allowable =1,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,727 psf ACI Factored @ Heel =2,021 psf Footing Shear @ Toe =18.6 psi OK Footing Shear @ Heel =8.2 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =723.4 lbs Masonry Block Type =Medium Weight Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00Rebar Size =#4 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.736 Total Force @ Section =490.7lbs Moment....Actual =763.9ft-# Moment.....Allowable =1,193.2 =5.4psi Shear.....Allowable =55.5psi Wall Weight =78.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =1,500psi Fs =psi 20,000 Solid Grouting =Yes Modular Ratio 'n'=21.48 Short Term Factor =1.000 Equiv. Solid Thick.=7.60in Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code IBC 2018,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 Page : 1 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :4.67 FT RET WALL Page : 2 Dsgnr:Date:5 DEC 2022 Description.... 4.67 FT RET WALL This Wall in File: E:\MY FILES\USA_FILES\FOUAD\22-XXX 338 E FOOTHILL BLVD, ARCADIA, CA 91006\RET WAL RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06061083License To : MID CITIES ENGINEERING Project Name/Number : RET WALL (12- 1.25 1.75 12.00 Footing Torsion, Tu ==ft-lbs0.00Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 3.00= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 =# 4 @ 9.25 in = = = == 1,727 16,575 2,921 1,138 18.6375.00 Heel: 2,021 1,171 1,077 -94 8.2275.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 4 @ 9.25 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 9.25 in Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 0.780.26 #4@ 9.26 in #5@ 14.35 in#6@ 20.37 in in2in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in#6@ 40.74 in supplemental design for footing torsion. Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem=2,576.0 1.58 753.7 =2,100.0 1.58 3,325.0* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 68.8 0.63 43.0= = = Stem Weight(s) = 364.3 1.58 576.7 Earth @ Stem Transitions =Footing Weight = 450.0 1.50 675.0 Key Weight = Added Lateral Load lbs =1,367.1 Vert. Component 268.7 3.00 806.0 Total = 2,184.2 4,222.5* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =723.4 O.T.M. = Resisting/Overturning Ratio =3.09 Vertical Loads used for Soil Pressure =4,284.2 lbs Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 556.5 2.46 2.46 1,368.1 1,368.1 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 723.4 1.89 1,367.1 Hydrostatic Force Page : 2 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :4.67 FT RET WALL Page : 3 Dsgnr:Date:5 DEC 2022 Description.... 4.67 FT RET WALL This Wall in File: E:\MY FILES\USA_FILES\FOUAD\22-XXX 338 E FOOTHILL BLVD, ARCADIA, CA 91006\RET WAL RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16License : KW-06061083License To : MID CITIES ENGINEERING Project Name/Number : RET WALL (12- Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.081 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page : 3 Page Cover Page Seismic Analysis S1-S2 Table of Contents Subject SEISMIC (ELEVATOR) 338 E FOOTHILL BLVD ELEVATOR (MECHANICAL EQUIPEMENT) L=7.67 ft W=5.16 ft TOTAL DESIGN WEIGHT:8000 lbs 1-SEISMIC DESIGN CALCULATIONS: Calculation for Lateral load V= CsW (Seismic Lateral load) *For non building systems the seismic response coefficient (PER ASCE 7-16 SEC 13.3.1) WHERE: 1- Fp = 0.4*ap*SDs*Wp*[1+2(Z/K]/[R/I]ap = 1 SDs =2/3*Sms MAXIMUM:Wp = 2- Fp = 1.6*SDs*Ip*Wp Z = 0 MINIMIUM R =2.5 (PER ASCE 7-16 TABLE 13.6-1) 3- Fp=0.3*SDs*Ip*Wp Ip = 1 SITE LOCATION: Longitude:34.15092 Latitude:-118.02142 Ss=1.954 S1=0.733 SDs=1.563 R=2.5 W=8000 lbs 1- Fp =2001 lbs min. 2- Fp =20006 lbs max. 3- Fp =3751 lbs GOVERNS VERTICAL COMPONENT: Fv = 0.2*SDs*Wp Fv = 2501 lbs ARCADIA CA 91006 PROJECT ADDRESS DATE 2/10/2023 8000 lbs SHEET OF CALCULATION #1 PROJECT NAME Mechanical Equipment Pad Design SUBJECT S3 SEISMIC (ELEVATOR) CONNECTION TO EX. FRMG (2-7/8"X7" LAG BOLTS) 1-FOR SHEAR V = 3751.2 lbs (SEISMIC TOTAL ON ALL BOLTS) V = 625.2 lbs (6 BRACKET WITH 2 BOLTS PER BRACKET) FORCES DUE TO ELEVATOR SPECIFICATIONS R1 = 1403.0 LBS R2 =703.0 LBS (PER BOLT) R3 =8000.0 LBS (GRAVITY FORCE TAKEN BY ELEVATOR SUPPORT SHAFT) TOTAL SHEAR ACTING HORIZONTAL = 2028.2 LBS (R1 DIRECTION) USE 7/8" LAG BOLTS From NDS (Mode 1V) Z = 1060 lbs Table 12K (FOR SHEAR) Z1 = Z(CD*CM*CT*Ceg*Cdi*Ctn) CD: Load Duration Factor CD = 1.6 CM: Wet Service Factor CM = 1 CT: Temperature Factor CT= 1 Ceg: End Grain Factor Ceg = 1 Cdi: Diaphragm Factor Cdi = 1 Ctn: Toe Nail Factor Ctn = 1 2256 lb/bolt V = 2028 Lbs Required # of BOLTS N = V / Z1 = 0.90 USE STEEL PLATE W/2-7/8" LAG BOLTS 7" MIN. EMB. 2- FOR TENSION T = 1328.2 lbs From NDS (Mode 1V) Z =576 lbs Table 12.2A (FORTENSION (WITHDRAWAL)) Z1 = Z(CD*CM*CT*Ceg*Cdi*Ctn) CD: Load Duration Factor CD = 1.6 CM: Wet Service Factor CM = 1 CT: Temperature Factor CT= 1 Ceg: End Grain Factor Ceg = 1 Cdi: Diaphragm Factor Cdi = 1 Ctn: Toe Nail Factor Ctn = 1 821 lb/bolt ALLOWABLE LOAD FOR EACH LAG BOLT = 821 lb/IN PENTRATION MIN. 7" BENTRATION ALLOWABLE LOAD = 576*7 = 4032 LB > 1328.2 OK USE STEEL PLATE W/2-7/8" LAG BOLTS 3" MIN. EMB. Z1 = 576 (1.6 * 0.7 * 1 * 1 * 1 * 1) = Z1 = 1410 (1.6 * 0.7 * 1 * 1 * 1 * 1) = R3 R1 R2 S5 BRACE CONNECTION All Cities Consulting Engineers 8615 Florance Blvd Suite #217 Downey, CA 90240 ALLCITIESCE@YAHOO.COM 338 E FOOTHILL BLVD TENSION ROD DESIGN (CANOPY) TOTAL LOAD =4057 LBS CHECK FOR TENSION ON STEEL WELD: USE STEEL PLATE WELDED TO CANOPY T =2.03 kips USE 6.5"X1/2"X30" STEEL PLATE Use Weld 1/4 E70 (SMAW) Strength of Weld =2.78 kips/ linear in Lw needed = Tension / Strength of Weld = 0.729676259 in Lw Actual =6 in T Actual =16.68 kips > 2.03 kips OK M ID C ITI ES SHEET OF CALCULATION PROJECT NAME 338 E FOOTHILL BLVD ARCADIA CA 91006 SUBJECT ADDRESS 2/10/2023 PROJECT NUMBER DATE WALL -ROOF ANCHORAGE MA1 BRACE CONNECTION All Cities Consulting Engineers 8615 Florance Blvd Suite #217 Downey, CA 90240 ALLCITIESCE@YAHOO.COM 338 E FOOTHILL BLVD TENSION ROD DESIGN (CANOPY) TOTAL LOAD = 2100 LBS CHECK FOR TENSION ON STEEL WELD: USE STEEL PLATE WELDED TO CANOPY T =1.05 kips USE 6.5"X1/2"X30" STEEL PLATE Use Weld 1/4 E70 (SMAW) Strength of Weld = 2.78 kips/ linear in Lw needed = Tension / Strength of Weld = 0.377697842 in Lw Actual = 6 in T Actual = 16.68 kips > 1.05 kips OK M ID C IT I ES SHEET OF CALCULATION PROJECT NAME 338 E FOOTHILL BLVD ARCADIA CA 91006 SUBJECT ADDRESS 3/29/2023 PROJECT NUMBER DATE WALL -ROOF ANCHORAGE MA1 SEISMIC (ELEVATOR) 338 E FOOTHILL BLVD ELEVATOR (MECHANICAL EQUIPEMENT) L=7.67 ft W=5.16 ft TOTAL DESIGN WEIGHT:8000 lbs 1-SEISMIC DESIGN CALCULATIONS: Calculation for Lateral load V= CsW (Seismic Lateral load) *For non building systems the seismic response coefficient (PER ASCE 7-16 SEC 13.3.1) WHERE: 1- Fp = 0.4*ap*SDs*Wp*[1+2(Z/K]/[R/I]ap = 1 SDs =2/3*Sms MAXIMUM:Wp = 2- Fp = 1.6*SDs*Ip*Wp Z = 0 MINIMIUM R =2.5 (PER ASCE 7-16 TABLE 13.6-1) 3- Fp=0.3*SDs*Ip*Wp Ip = 1 SITE LOCATION: Longitude:34.15092 Latitude:-118.02142 Ss=1.954 S1=0.733 SDs=1.563 R=2.5 W=8000 lbs 1- Fp =2001 lbs min. 2- Fp =20006 lbs max. 3- Fp =3751 lbs GOVERNS VERTICAL COMPONENT: Fv = 0.2*SDs*Wp Fv = 2501 lbs 8000 lbs PROJECT NAME Mechanical Equipment Pad Design SUBJECT PROJECT ADDRESS DATE 3/29/2023 ARCADIA CA 91006 SHEET OF CALCULATION #1 S3 SEISMIC (ELEVATOR) CONNECTION TO EX. FRMG (2-7/8"X7" LAG BOLTS) 1-FOR SHEAR V = 3751.2 lbs (SEISMIC TOTAL ON ALL BOLTS) V = 625.2 lbs (6 BRACKET WITH 2 BOLTS PER BRACKET) FORCES DUE TO ELEVATOR SPECIFICATIONS R1 = 1403.0 LBS R2 = 703.0 LBS (PER BOLT) R3 = 8000.0 LBS (GRAVITY FORCE TAKEN BY ELEVATOR SUPPORT SHAFT) TOTAL SHEAR ACTING HORIZONTAL = 2028.2 LBS (R1 DIRECTION) USE 7/8" LAG BOLTS From NDS (Mode 1V) Z = 1060 lbs Table 12K (FOR SHEAR) Z1 = Z(CD*CM*CT*Ceg*Cdi*Ctn) CD: Load Duration Factor CD = 1.6 CM: Wet Service Factor CM = 1 CT: Temperature Factor CT= 1 Ceg: End Grain Factor Ceg = 1 Cdi: Diaphragm Factor Cdi = 1 Ctn: Toe Nail Factor Ctn = 1 2256 lb/bolt V = 2028 Lbs Required # of BOLTS N = V / Z1 = 0.90 USE STEEL PLATE W/2-7/8" LAG BOLTS 7" MIN. EMB. 2- FOR TENSION T = 1328.2 lbs From NDS (Mode 1V) Z =576 lbs Table 12.2A (FORTENSION (WITHDRAWAL)) Z1 = Z(CD*CM*CT*Ceg*Cdi*Ctn) CD: Load Duration Factor CD = 1.6 CM: Wet Service Factor CM = 1 CT: Temperature Factor CT= 1 Ceg: End Grain Factor Ceg = 1 Cdi: Diaphragm Factor Cdi = 1 Ctn: Toe Nail Factor Ctn = 1 821 lb/bolt ALLOWABLE LOAD FOR EACH LAG BOLT = 821 lb/IN PENTRATION MIN. 7" BENTRATION ALLOWABLE LOAD = 576*7 = 4032 LB > 1328.2 OK USE STEEL PLATE W/2-7/8" LAG BOLTS 3" MIN. EMB. Z1 = 576 (1.6 * 0.7 * 1 * 1 * 1 * 1) = Z1 = 1410 (1.6 * 0.7 * 1 * 1 * 1 * 1) = R3 R1 R2 S5 PASS DATE: 12/5/2022 COMPANY: All Cities Consulting EngineersSTRUCALC BUILD: StruCalc Pro DESIGNED BY: Fouad BarakatCUSTOMER: ALL-Cities Engineering REVIEWED BY: Fouad Barakat PROJ. ADDRESS: -- PROJECT NAME: 338 E FOOTHILL BLVD ARCADIA CA 91006 (1... , 90706 LEVEL: Roof LOADING: ASDMEMBER NAME: (H1) 4X4 #1 CODE: 2018 International Building CodeMEMBER TYPE: ROOF BEAM NDS: 2018 NDSMATERIAL: Solid Sawn Douglas Fir-Larch No. 1 (1) 3.5 X 3.5 DRY BEAM PROPERTIES Start (ft): 0 End (ft): 4 Member Slope: 0/12 Actual Length (ft): 4 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 12.25 12.51 12.51 2.79 1 0.5 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 1000 675 180 1500 625 1700 620 Adjusted Values 1500 1012 180 1725 625 1700 620 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Ci 1 1 1 1 1 1 1 CF 1.5 1.5 1 1.15 1 1 1 Bending Adjustment Factors Cfu = 1 Cr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 4 0 4 0 1.00 1.00 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (43.5%) PASS (7.1%) PASS (29.7%) PASS (86.4%) MAGNITUDE 127.1 1742.4 0.141 (=L/341) 84.7 STRENGTH 225.0 1875.0 0.200 (=L/240) 625.0 LOCATION (ft) 0 2 2 0 LOAD COMBO D+Lr D+Lr D+Lr D+Lr DURATION FACTOR CD 1.25 1.25 1.25 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE ROOF TOTALY axis A 558 480 1038 B 558 480 1038 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 240 240 0 4 RoofLive Y Uniform (lbf/ft) 240 240 0 4 Dead Y Uniform (lbf/ft) 36 36 0 4 Dead Y Self Weight (lbf/ft) 2.79 2.79 0 4 Dead Y Page 1 2018 International Building Code ASDPROJECT: 338 E FOOTHILL BLVD ARCADIA CA 91... PASS DATE: 12/5/2022 COMPANY: All Cities Consulting EngineersSTRUCALC BUILD: StruCalc Pro DESIGNED BY: Fouad BarakatCUSTOMER: ALL-Cities Engineering REVIEWED BY: Fouad Barakat PROJ. ADDRESS: -- PROJECT NAME: 338 E FOOTHILL BLVD ARCADIA CA 91006 (1... , 90706 LEVEL: Roof LOADING: ASDMEMBER NAME: (H2) 4X6 #1 CODE: 2018 International Building CodeMEMBER TYPE: ROOF BEAM NDS: 2018 NDSMATERIAL: Solid Sawn Douglas Fir-Larch No. 1 (1) 3.5 X 5.5 DRY BEAM PROPERTIES Start (ft): 0 End (ft): 6 Member Slope: 0/12 Actual Length (ft): 6 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 19.25 48.53 19.65 4.39 1 0.5 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 1000 675 180 1500 625 1700 620 Adjusted Values 1300 877 180 1650 625 1700 620 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Ci 1 1 1 1 1 1 1 CF 1.3 1.3 1 1.1 1 1 1 Bending Adjustment Factors Cfu = 0.74Cr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 6 0 6 0 1.00 0.99 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (45.9%) PASS (2.0%) PASS (38.7%) PASS (79.6%) MAGNITUDE 121.6 1592.5 0.184 (=L/392) 127.4 STRENGTH 225.0 1625.0 0.300 (=L/240) 625.0 LOCATION (ft) 6 3 3 0 LOAD COMBO D+Lr D+Lr D+Lr D+Lr DURATION FACTOR CD 1.25 1.25 1.25 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE ROOF TOTALY axis A 841 720 1561 B 841 720 1561 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 240 240 0 6 RoofLive Y Uniform (lbf/ft) 240 240 0 6 Dead Y Uniform (lbf/ft) 36 36 0 6 Dead Y Self Weight (lbf/ft) 4.39 4.39 0 6 Dead Y Page 2 2018 International Building Code ASDPROJECT: 338 E FOOTHILL BLVD ARCADIA CA 91... PASS DATE: 12/5/2022 COMPANY: All Cities Consulting EngineersSTRUCALC BUILD: StruCalc Pro DESIGNED BY: Fouad BarakatCUSTOMER: ALL-Cities Engineering REVIEWED BY: Fouad Barakat PROJ. ADDRESS: -- PROJECT NAME: 338 E FOOTHILL BLVD ARCADIA CA 91006 (1... , 90706 LEVEL: Roof LOADING: ASDMEMBER NAME: (H) 4X4 #1 CODE: 2018 International Building CodeMEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Solid Sawn Douglas Fir-Larch No. 1 (1) 3.5 X 3.5 DRY BEAM PROPERTIES Start (ft): 0 End (ft): 8 Member Slope: 0/12 Actual Length (ft): 8 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 12.25 12.51 12.51 2.79 1 0.5 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 1000 675 180 1500 625 1700 620 Adjusted Values 1500 1012 180 1725 625 1700 620 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Ci 1 1 1 1 1 1 1 CF 1.5 1.5 1 1.15 1 1 1 Bending Adjustment Factors Cfu = 1 Cr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 8 0 8 0 1.00 1.00 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (84.0%) PASS (47.5%) PASS (42.8%) PASS (97.2%) MAGNITUDE 25.9 709.3 0.229 (=L/419) 17.2 STRENGTH 162.0 1350.0 0.400 (=L/240) 625.0 LOCATION (ft) 0 4 4 0 LOAD COMBO D D D+L D DURATION FACTOR CD 0.9 0.9 0.9 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD TOTALY axis A 211 211 B 211 211 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 50 50 0 8 Dead Y Self Weight (lbf/ft) 2.79 2.79 0 8 Dead Y Page 3 2018 International Building Code ASDPROJECT: 338 E FOOTHILL BLVD ARCADIA CA 91... PASS DATE: 12/5/2022 COMPANY: All Cities Consulting EngineersSTRUCALC BUILD: StruCalc Pro DESIGNED BY: Fouad BarakatCUSTOMER: ALL-Cities Engineering REVIEWED BY: Fouad Barakat PROJ. ADDRESS: -- PROJECT NAME: 338 E FOOTHILL BLVD ARCADIA CA 91006 (1... , 90706 LEVEL: Roof LOADING: ASDMEMBER NAME: (RR1) 2X6 #2 @ 16" O.C CODE: 2018 International Building CodeMEMBER TYPE: ROOF RAFTER NDS: 2018 NDSMATERIAL: Solid Sawn Douglas Fir-Larch No. 2 (1) 1.5 X 9.25 16(in) O.C. DRY BEAM PROPERTIES Start (ft): 0 End (ft): 18 Member Slope: 1/12 Actual Length (ft): 18.06 Roof Pitch: 1/12 O.C. Spacing(in): 16 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 13.88 98.93 2.6 3.16 1 0.5 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 900 575 180 1350 625 1600 580 Adjusted Values 1138 632 180 1350 625 1600 580 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Ci 1 1 1 1 1 1 1 CF 1.1 1.1 1 1 1 1 1 Bending Adjustment Factors Cfu = 1 Cr = 1.15 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 18 0 18 1.5 1.00 0.33 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Compressive Stress (psi) Tensile Stress (psi) Bearing Stress (psi) Bending-Compression (Unit) Bending-Tension (Unit) PASS/FAIL PASS (77.3%) PASS (15.9%) PASS (12.4%) PASS (99.6%) PASS (99.6%) PASS (85.7%) PASS (15.9%) PASS (15.9%) MAGNITUDE 51.1 1196.9 0.792 (=L/274) 2.8 2.8 89.7 0.84 0.84 STRENGTH 225.0 1423.1 0.903 (=L/240) 753.0 790.6 625.0 1.00 1.00 LOCATION (ft) 18 9 9 0 18 0 8.82 9 LOAD COMBO D+Lr D+Lr D+Lr D+Lr D+Lr D+Lr D+Lr D+Lr DURATION FACTOR CD 1.25 1.25 1.25 1.25 1.25 1.25 1.25 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE ROOF TOTALY axis A 233 241 474 B 233 241 474 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft²) 20 20 0 18 RoofLive Y Uniform (lbf/ft²) 17 17 0 18 Dead Y Self Weight (lbf/ft) 3.16 3.16 0 18 Dead Y Page 4 2018 International Building Code ASDPROJECT: 338 E FOOTHILL BLVD ARCADIA CA 91... PASS DATE: 12/5/2022 COMPANY: All Cities Consulting EngineersSTRUCALC BUILD: StruCalc Pro DESIGNED BY: Fouad BarakatCUSTOMER: ALL-Cities Engineering REVIEWED BY: Fouad Barakat PROJ. ADDRESS: -- PROJECT NAME: 338 E FOOTHILL BLVD ARCADIA CA 91006 (1... , 90706 LEVEL: Roof LOADING: ASDMEMBER NAME: (H3) 4X4 #1 CODE: 2018 International Building CodeMEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Solid Sawn Douglas Fir-Larch No. 1 (1) 3.5 X 3.5 DRY BEAM PROPERTIES Start (ft): 0 End (ft): 6 Member Slope: 0/12 Actual Length (ft): 6 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 12.25 12.51 12.51 2.79 1 0.5 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 1000 675 180 1500 625 1700 620 Adjusted Values 1500 1012 180 1725 625 1700 620 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Ci 1 1 1 1 1 1 1 CF 1.5 1.5 1 1.15 1 1 1 Bending Adjustment Factors Cfu = 1 Cr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 6 0 6 0 1.00 1.00 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (64.2%) PASS (11.7%) PASS (14.1%) PASS (92.6%) MAGNITUDE 58.0 1192.4 0.258 (=L/280) 46.0 STRENGTH 162.0 1350.0 0.300 (=L/240) 625.0 LOCATION (ft) 6 3 3 0 LOAD COMBO D D D+Lr D+Lr DURATION FACTOR CD 0.9 0.9 1.25 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE ROOF TOTALY axis A 473 90 563 B 473 90 563 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 30 30 0 6 RoofLive Y Uniform (lbf/ft) 30 30 0 6 Dead Y Uniform (lbf/ft) 125 125 0 6 Dead Y Self Weight (lbf/ft) 2.79 2.79 0 6 Dead Y Page 5 2018 International Building Code ASDPROJECT: 338 E FOOTHILL BLVD ARCADIA CA 91... PASS DATE: 12/5/2022 COMPANY: All Cities Consulting EngineersSTRUCALC BUILD: StruCalc Pro DESIGNED BY: Fouad BarakatCUSTOMER: ALL-Cities Engineering REVIEWED BY: Fouad Barakat PROJ. ADDRESS: -- PROJECT NAME: 338 E FOOTHILL BLVD ARCADIA CA 91006 (1... , 90706 LEVEL: Main Floor LOADING: ASDMEMBER NAME: (FJ1) 2X12 #2 @ 16" O.C CODE: 2018 International Building CodeMEMBER TYPE: FLOOR JOIST NDS: 2018 NDSMATERIAL: Solid Sawn Douglas Fir-Larch No. 2 (1) 1.5 X 11.25 0(in) O.C. DRY BEAM PROPERTIES Start (ft): 0 End (ft): 17 Member Slope: 0/12 Actual Length (ft): 17 O.C. Spacing(in): 16 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 16.88 177.98 3.16 3.85 1 0.5 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 900 575 180 1350 625 1600 580 Adjusted Values 1035 575 180 1350 625 1600 580 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Ci 1 1 1 1 1 1 1 CF 1 1 1 1 1 1 1 Bending Adjustment Factors Cfu = 1 Cr = 1.15 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 17 0 17 0 1.00 0.39 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (69.3%) PASS (3.1%) PASS (14.8%) PASS (81.0%) MAGNITUDE 55.3 1002.6 0.483 (=L/422) 118.5 STRENGTH 180.0 1035.0 0.567 (=L/360) 625.0 LOCATION (ft) 0 8.5 8.5 0 LOAD COMBO D+L D+L D+L D+L DURATION FACTOR CD 1 1 1 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 169 453 622 B 169 453 622 Reaction Location A BLOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft²) 40 40 0 17 Live Y Uniform (lbf/ft²) 12 12 0 17 Dead Y Self Weight (lbf/ft) 3.85 3.85 0 17 Dead Y Page 6 2018 International Building Code ASDPROJECT: 338 E FOOTHILL BLVD ARCADIA CA 91... PASS DATE: 12/5/2022 COMPANY: All Cities Consulting EngineersSTRUCALC BUILD: StruCalc Pro DESIGNED BY: Fouad BarakatCUSTOMER: ALL-Cities Engineering REVIEWED BY: Fouad Barakat PROJ. ADDRESS: -- PROJECT NAME: 338 E FOOTHILL BLVD ARCADIA CA 91006 (1... , 90706 LEVEL: Main Floor LOADING: ASDMEMBER NAME: (H11) 4X6 #1 CODE: 2018 International Building CodeMEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Solid Sawn Douglas Fir-Larch No. 1 (1) 3.5 X 5.5 DRY (H11) 4X6 #1 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 4.75 Member Slope: 0/12 Actual Length (ft): 4.75 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 19.25 48.53 19.65 4.39 1 0.5 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 1000 675 180 1500 625 1700 620 Adjusted Values 1300 877 180 1650 625 1700 620 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Ci 1 1 1 1 1 1 1 CF 1.3 1.3 1 1.1 1 1 1 Bending Adjustment Factors Cfu = 0.74Cr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 4.75 0 4.75 0 1.00 1.00 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (78.7%) PASS (69.4%) PASS (87.9%) PASS (92.5%) MAGNITUDE 34.5 357.5 0.029 (=L/1986) 46.7 STRENGTH 162.0 1170.0 0.238 (=L/240) 625.0 LOCATION (ft) 0 2.38 2.38 4.75 LOAD COMBO D D D+Lr D+Lr DURATION FACTOR CD 0.9 0.9 1.25 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE ROOF TOTALY axis A 443 48 491 B 443 48 491 Reaction Location A B Page 7 2018 International Building Code ASDPROJECT: 338 E FOOTHILL BLVD ARCADIA CA 91... LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 20 20 0 4.75 RoofLive Y Uniform (lbf/ft) 17 17 0 4.75 Dead Y Uniform (lbf/ft) 165 165 0 4.75 Dead Y Self Weight (lbf/ft) 4.39 4.39 0 4.75 Dead Y Page 8 2018 International Building Code ASDPROJECT: 338 E FOOTHILL BLVD ARCADIA CA 91... Member Name: (H11) 4X6 #1 PASS DATE: 12/5/2022 COMPANY: All Cities Consulting EngineersSTRUCALC BUILD: StruCalc Pro DESIGNED BY: Fouad BarakatCUSTOMER: ALL-Cities Engineering REVIEWED BY: Fouad Barakat PROJ. ADDRESS: -- PROJECT NAME: 338 E FOOTHILL BLVD ARCADIA CA 91006 (1... , 90706 LEVEL: Main Floor LOADING: ASDMEMBER NAME: (H12) 6X14 #1 CODE: 2018 International Building CodeMEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Solid Sawn Douglas Fir-Larch No. 1 (1) 5.5 X 13.5 DRY (H12) 6X14 #1 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 3 Member Slope: 0/12 Actual Length (ft): 3 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 74.25 1127.67 187.17 16.93 1 0.5 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 1350 675 170 925 625 1600 580 Adjusted Values 1332 675 170 925 625 1600 580 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Ci 1 1 1 1 1 1 1 CF 0.9869983 1 1 1 1 1 1 Bending Adjustment Factors Cfu = 0.74Cr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 3 0 3 0 1.00 1.00 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (7.7%) PASS (89.6%) PASS (99.9%) PASS (34.3%) MAGNITUDE 251.0 221.4 0.000 (=L/180000) 410.6 STRENGTH 272.0 2131.9 0.150 (=L/240) 625.0 LOCATION (ft) 0 0.27 1.5 0 LOAD COMBO D+0.7E(+) D+0.7E(+) D+Lr D+0.7E(+) DURATION FACTOR CD 1.6 1.6 1.6 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE ROOF SEISMIC + TOTALY axis A 298 30 17320 17648 B 298 30 1574 1902 Reaction Location A B Page 9 2018 International Building Code ASDPROJECT: 338 E FOOTHILL BLVD ARCADIA CA 91... LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 20 20 0 3 RoofLive Y Uniform (lbf/ft) 17 17 0 3 Dead Y Uniform (lbf/ft) 165 165 0 3 Dead Y Point (lbf) 18894 -0.25 -SeismicPlus Y Self Weight (lbf/ft) 16.93 16.93 0 3 Dead Y Page 10 2018 International Building Code ASDPROJECT: 338 E FOOTHILL BLVD ARCADIA CA 91... Member Name: (H12) 6X14 #1 PASS DATE: 12/5/2022 COMPANY: All Cities Consulting EngineersSTRUCALC BUILD: StruCalc Pro DESIGNED BY: Fouad BarakatCUSTOMER: ALL-Cities Engineering REVIEWED BY: Fouad Barakat PROJ. ADDRESS: -- PROJECT NAME: 338 E FOOTHILL BLVD ARCADIA CA 91006 (1... , 90706 LEVEL: Main Floor LOADING: ASDMEMBER NAME: (H13) 6X6 #1 CODE: 2018 International Building CodeMEMBER TYPE: FLOOR BEAM NDS: 2018 NDSMATERIAL: Solid Sawn Douglas Fir-Larch No. 1 (1) 5.5 X 5.5 DRY (H13) 6X6 #1 DIAGRAM BEAM PROPERTIES Start (ft): 0 End (ft): 3.25 Member Slope: 0/12 Actual Length (ft): 3.25 Area Ix Iy BSW Lams G Kcr (in²) (in⁴) (in⁴) (lbf/ft) Creep Factor 30.25 76.26 76.26 6.9 1 0.5 1 STRENGTH PROPERTIES Fb (psi) Ft (psi) Fv (psi) Fc (psi) Fc⊥(psi) E (psi) x10³ Emin (psi) x10³ Base Values 1200 825 170 1000 625 1600 580 Adjusted Values 1200 825 170 1000 625 1600 580 CM 1 1 1 1 1 1 1 CT 1 1 1 1 1 1 1 Ci 1 1 1 1 1 1 1 CF 1 1 1 1 1 1 1 Bending Adjustment Factors Cfu = 0.74Cr = 1 BEAM DATA Unbraced Length (ft) Beam End Span Length (ft) Top Bottom Elev. Diff (ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 3.25 0 3.25 0 1.00 1.00 1.00 1.00 PASS-FAIL Shear Stress Y (psi) Bending Stress Y (psi) Deflection (in) Bearing Stress (psi) PASS/FAIL PASS (83.1%) PASS (83.0%) PASS (95.7%) PASS (97.1%) MAGNITUDE 25.9 183.4 0.007 (=L/5571) 18.3 STRENGTH 153.0 1080.0 0.163 (=L/240) 625.0 LOCATION (ft) 0 1.62 1.62 0 LOAD COMBO D D D+Lr D+Lr DURATION FACTOR CD 0.9 0.9 1.25 REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE ROOF TOTALY axis A 521 32 553 B 521 32 553 Reaction Location A B Page 11 2018 International Building Code ASDPROJECT: 338 E FOOTHILL BLVD ARCADIA CA 91... LOAD LIST Type Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Uniform (lbf/ft) 20 20 0 3.25 RoofLive Y Uniform (lbf/ft) 17 17 0 3.25 Dead Y Uniform (lbf/ft) 297 297 0 3.25 Dead Y Self Weight (lbf/ft) 6.9 6.9 0 3.25 Dead Y Page 12 2018 International Building Code ASDPROJECT: 338 E FOOTHILL BLVD ARCADIA CA 91... Member Name: (H13) 6X6 #1