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2710 N Laird St & 2209 W Laramore Ln - Plan
A-01 1/16" = 1'-0" PLOT PLAN PROJECT SITE VICINITY MAP PROJECT SUMMARY SHEET INDEX LARAMORE LANE D E S I G N 2024 JULY 29 DETACHED ADU DATEISSUED FOR I S S U E S 2710 LAIRD AVENUE SANTA ANA, CALIFORNIA 92706 DAVID LE RESIDENCE A-23-002-008 PROPOSED HOUSE EXTENSION + PLAN CHECK SUBMITTAL 10.25.2023 2ND PLAN CHECK SUBMITTAL 01.05.2024 BUILDING SAFETY SUBMITTAL 01.25.2024 UPDATE PLAN SET FOR PRESCREEN 02.19.2024 2209 W. LARAMORE LANE SANTA ANA, CALIFORNIA 92706 UPDATE PLAN SET 03.31.2024 BUILDING SAFETY RESUBMITTAL 07.29.2024 10111914-95 LA I R D AV E BLDG # 101119194-95 APPROVALS BLDG- TLe PLNG- ASevilla PD- BMartin 2710 N Laird St & 2209 W Laramore Ln10/7/2024 GENERAL NOTES A-02 D E S I G N 2024 JULY 29 DETACHED ADU DATEISSUED FOR I S S U E S 2710 LAIRD AVENUE SANTA ANA, CALIFORNIA 92706 DAVID LE RESIDENCE A-23-002-008 PROPOSED HOUSE EXTENSION + PLAN CHECK SUBMITTAL 10.25.2023 2ND PLAN CHECK SUBMITTAL 01.05.2024 BUILDING SAFETY SUBMITTAL 01.25.2024 UPDATE PLAN SET FOR PRESCREEN 02.19.2024 2209 W. LARAMORE LANE SANTA ANA, CALIFORNIA 92706 UPDATE PLAN SET 03.31.2024 BUILDING SAFETY RESUBMITTAL 07.29.2024 10111914-95 2710 N Laird St & 2209 W Laramore Ln10/7/2024 D E S I G N 2024 JULY 29 DETACHED ADU DATEISSUED FOR I S S U E S 2710 LAIRD AVENUE SANTA ANA, CALIFORNIA 92706 DAVID LE RESIDENCE A-23-002-008 PROPOSED HOUSE EXTENSION + PLAN CHECK SUBMITTAL 10.25.2023 2ND PLAN CHECK SUBMITTAL 01.05.2024 BUILDING SAFETY SUBMITTAL 01.25.2024 UPDATE PLAN SET FOR PRESCREEN 02.19.2024 2209 W. LARAMORE LANE SANTA ANA, CALIFORNIA 92706 UPDATE PLAN SET 03.31.2024 BUILDING SAFETY RESUBMITTAL 07.29.2024 10111914-95 A-10 1/8" = 1'-0" EXISTING SITE PLAN 1EXISTING SITE PLAN 2710 N Laird St & 2209 W Laramore Ln10/7/2024 D E S I G N 2024 JULY 29 DETACHED ADU DATEISSUED FOR I S S U E S 2710 LAIRD AVENUE SANTA ANA, CALIFORNIA 92706 DAVID LE RESIDENCE A-23-002-008 PROPOSED HOUSE EXTENSION + PLAN CHECK SUBMITTAL 10.25.2023 2ND PLAN CHECK SUBMITTAL 01.05.2024 BUILDING SAFETY SUBMITTAL 01.25.2024 UPDATE PLAN SET FOR PRESCREEN 02.19.2024 2209 W. LARAMORE LANE SANTA ANA, CALIFORNIA 92706 UPDATE PLAN SET 03.31.2024 BUILDING SAFETY RESUBMITTAL 07.29.2024 10111914-95 A-11 1/8" = 1'-0" 1 PROPOSED SITE PLAN PROPOSED SITE PLAN 2710 N Laird St & 2209 W Laramore Ln10/7/2024 flip up grab bar 5 8 " continuous plywood backing reinforce full width and height of sides and back walls of shower and of back wall of water closet for future wall mounted grab bar installation (sec R327.1.1.) flip up grab bar A-12 1/4" = 1'-0" PROPOSED D E S I G N 2024 JULY 29 DETACHED ADU DATEISSUED FOR I S S U E S 2710 LAIRD AVENUE SANTA ANA, CALIFORNIA 92706 DAVID LE RESIDENCE A-23-002-008 PROPOSED HOUSE EXTENSION + PLAN CHECK SUBMITTAL 10.25.2023 2ND PLAN CHECK SUBMITTAL 01.05.2024 BUILDING SAFETY SUBMITTAL 01.25.2024 UPDATE PLAN SET FOR PRESCREEN 02.19.2024 2209 W. LARAMORE LANE SANTA ANA, CALIFORNIA 92706 UPDATE PLAN SET 03.31.2024 BUILDING SAFETY RESUBMITTAL 07.29.2024 10111914-95 BUILDING SAFETY RESUBMITTAL 08.20.2024 bedroom 2 bedroom 1 dining room bath 2 bath 1 kitchen living room FLOOR PLAN 1ADU FLOOR PLAN 2HOUSE EXTENSION FLOOR PLAN (E) bedroom (E) bedroom (E) bedroom (E) bedroom (E) living room (E) bath (E) bath (N) dining room (E) kitchen KITCHEN WALL DEMO PLAN (N) layout 3grab bar ready reinforcement bath 1 2710 N Laird St & 2209 W Laramore Ln10/7/2024 D E S I G N 2024 JULY 29 DETACHED ADU DATEISSUED FOR I S S U E S 2710 LAIRD AVENUE SANTA ANA, CALIFORNIA 92706 DAVID LE RESIDENCE A-23-002-008 PROPOSED HOUSE EXTENSION + PLAN CHECK SUBMITTAL 10.25.2023 2ND PLAN CHECK SUBMITTAL 01.05.2024 BUILDING SAFETY SUBMITTAL 01.25.2024 UPDATE PLAN SET FOR PRESCREEN 02.19.2024 2209 W. LARAMORE LANE SANTA ANA, CALIFORNIA 92706 UPDATE PLAN SET 03.31.2024 BUILDING SAFETY RESUBMITTAL 07.29.2024 10111914-95 BUILDING SAFETY RESUBMITTAL 08.20.2024 A-13 1/4" = 1'-0" PROPOSED ROOF PLAN 2HOUSE EXTENSION ROOF PLAN 1ADU ROOF PLAN 2710 N Laird St & 2209 W Laramore Ln10/7/2024 A-20 1/4" = 1'-0" ADU D E S I G N 2024 JULY 29 DETACHED ADU DATEISSUED FOR I S S U E S 2710 LAIRD AVENUE SANTA ANA, CALIFORNIA 92706 DAVID LE RESIDENCE A-23-002-008 PROPOSED HOUSE EXTENSION + PLAN CHECK SUBMITTAL 10.25.2023 2ND PLAN CHECK SUBMITTAL 01.05.2024 BUILDING SAFETY SUBMITTAL 01.25.2024 UPDATE PLAN SET FOR PRESCREEN 02.19.2024 2209 W. LARAMORE LANE SANTA ANA, CALIFORNIA 92706 UPDATE PLAN SET 03.31.2024 BUILDING SAFETY RESUBMITTAL 07.29.2024 10111914-95 EXTERIOR ELEVATIONS COLOR+MATERIAL BOARD 2710 N Laird St & 2209 W Laramore Ln10/7/2024 A-21 1/4" = 1'-0" HOUSE EXTENSION D E S I G N 2024 JULY 29 DETACHED ADU DATEISSUED FOR I S S U E S 2710 LAIRD AVENUE SANTA ANA, CALIFORNIA 92706 DAVID LE RESIDENCE A-23-002-008 PROPOSED HOUSE EXTENSION + PLAN CHECK SUBMITTAL 10.25.2023 2ND PLAN CHECK SUBMITTAL 01.05.2024 BUILDING SAFETY SUBMITTAL 01.25.2024 UPDATE PLAN SET FOR PRESCREEN 02.19.2024 2209 W. LARAMORE LANE SANTA ANA, CALIFORNIA 92706 UPDATE PLAN SET 03.31.2024 BUILDING SAFETY RESUBMITTAL 07.29.2024 10111914-95 EXTERIOR ELEVATIONS 2710 N Laird St & 2209 W Laramore Ln10/7/2024 A-22 1/4" = 1'-0" D E S I G N 2024 JULY 29 DETACHED ADU DATEISSUED FOR I S S U E S 2710 LAIRD AVENUE SANTA ANA, CALIFORNIA 92706 DAVID LE RESIDENCE A-23-002-008 PROPOSED HOUSE EXTENSION + PLAN CHECK SUBMITTAL 10.25.2023 2ND PLAN CHECK SUBMITTAL 01.05.2024 BUILDING SAFETY SUBMITTAL 01.25.2024 UPDATE PLAN SET FOR PRESCREEN 02.19.2024 2209 W. LARAMORE LANE SANTA ANA, CALIFORNIA 92706 UPDATE PLAN SET 03.31.2024 BUILDING SAFETY RESUBMITTAL 07.29.2024 10111914-95 ADU SECTIONS HOUSE EXTENSION SECTIONS + 2710 N Laird St & 2209 W Laramore Ln10/7/2024 weep screed @ grade typical exterior corner weep screed @ conc. slab 1-hr rated exterior wall assembly interiorexterior ASSEMBLY LISTING 1-hr. wall STUCCO TO SIDING TRANSITION SCALE: 3"=1'-0" EXT. CEMENT PLSTR. O/ METAL LATH S.A.C.F 8" WIDE O/ W.B.M. HARDIEPLANK SIDING OR HARDIESHINGLE W/ SEALANT O/ BOND RELEASE TAPE STUD FRAMING OR FLAT 2X BACKING MILCOR PLASTER STOP SHT'G PER EXTERIOR ELEV, NOTES SEALANT OUTSIDE CORNER @ HARDIPLANK SIDING / STUCCO SCALE: 3"=1'-0" EXT. SHEATHING (WHERE OCCURS)- SEE STRUCT. DWGS. 5/4 x 3.5" HARDI TRIM BOARD HARDIEPLANK SIDING OR HARDIESHINGLE (BLIND NAIL) O/ W.R.B. 5/4 x4.5" HARDI TRIM BOARD SEALANT TYP. 2X WALL FRAMING PER STRUCT. 5 8" TYPE "X" GYP SHT'G WHERE OCCURS 12" WIDE SELF-ADHERED FLEXIBLE FLASHING CENTER VERTICALLY ON CORNER EXTERIOR CEMENT PLASTER OVER METAL LATH AND (2) LAYERS OF 60 MIN. GRADE "D" BUILDING PAPER 5/4 x 3.5" HARDI TRIM BOARD INTERIOR INTERIOR 1-HR INTERIOR WALL (SINGLE STUD) SCALE: 3"=1'-0" footing detailslab to existing footing footing detail interior footing A-30 FOOTING & WALL D E S I G N 2024 JULY 29 DETACHED ADU DATEISSUED FOR I S S U E S 2710 LAIRD AVENUE SANTA ANA, CALIFORNIA 92706 DAVID LE RESIDENCE A-23-002-008 PROPOSED HOUSE EXTENSION + PLAN CHECK SUBMITTAL 10.25.2023 2ND PLAN CHECK SUBMITTAL 01.05.2024 BUILDING SAFETY SUBMITTAL 01.25.2024 UPDATE PLAN SET FOR PRESCREEN 02.19.2024 2209 W. LARAMORE LANE SANTA ANA, CALIFORNIA 92706 UPDATE PLAN SET 03.31.2024 BUILDING SAFETY RESUBMITTAL 07.29.2024 10111914-95 DETAILS SEE STRUCTURAL DETAIL DRAWINGS FOR INFORMATION ON WALL AND FOOTING 2710 N Laird St & 2209 W Laramore Ln10/7/2024 horizontal attic forced air unit THERMAL INSULATION (REFER TO TITLE-24 ENERGY COMPLIANCE CALCULATIONS) ROOF RAFTERS - SEE STRUCT. (4) 2"~ HOLES PER BLOCK WITH |" HARDWARE CLOTH STAPLED TO BACK OF 2x BLOCK 2x EAVE BLOCK (SEE ELEVATION AND SECTION BELOW) AIR F L O W T H R U V E N T (4) 2 1/4"~ HOLES PER BLOCK 14" HARDWARE CLOTH STAPLED TO BACK OF 2x BLOCK section elevation eave vent block detail SCALE: N.T.S. NOTES: 1.SEE GENERAL NOTES AND PLAN SPECIFICATIONS FOR VENTILATION REQUIREMENTS 2.SEE STRUCTURAL DRAWING FOR BLOCKING DETAIL 3.EACH BLOCK PROVIDES APPROXIMATELY 16 SQ. INCHES OF VENTILATION 4.MINIMUM BLOCK SIZE: 2" x 4" x 14 12" 5.TYPICAL ATTIC: 1 VENT BLOCK AT EVERY THIRD BAY (MIN. 10 VENT BLOCKS PER CALC.) 6.SEE ROOF PLAN FOR VENT AREA REQUIREMENTS 7.SLOPING CEILING: 1 VENT BLOCK AT EACH BAY ROOF INSULATION R-30 ATTIC INSULATION R-15 typical ridge SCALE: 1 1/2" = 1'-0" valley SCALE: 1 1/2" = 1'-0" typical eaveroof covered extension at entry porch exterior interiorexterior AIR F L O W T H R U V E N T SHINGLES AND BUILDING PAPER TO OVERLAP VENT LIP PRIMED & PAINTED GALV. DORMER ROOF ATTIC VENT BIRD SCREEN ATTIC VENT SCALE: 1"=1'-0" ROOF RAFTER ATTIC ROOF SHINGLES A-31 ROOF D E S I G N 2024 JULY 29 DETACHED ADU DATEISSUED FOR I S S U E S 2710 LAIRD AVENUE SANTA ANA, CALIFORNIA 92706 DAVID LE RESIDENCE A-23-002-008 PROPOSED HOUSE EXTENSION + PLAN CHECK SUBMITTAL 10.25.2023 2ND PLAN CHECK SUBMITTAL 01.05.2024 BUILDING SAFETY SUBMITTAL 01.25.2024 UPDATE PLAN SET FOR PRESCREEN 02.19.2024 2209 W. LARAMORE LANE SANTA ANA, CALIFORNIA 92706 UPDATE PLAN SET 03.31.2024 BUILDING SAFETY RESUBMITTAL 07.29.2024 10111914-95 BUILDING SAFETY RESUBMITTAL 08.20.2024 DETAILS SEE STRUCTURAL DETAIL DRAWINGS FOR INFORMATION ON WALL AND FOOTING 2710 N Laird St & 2209 W Laramore Ln10/7/2024 jamb @ window SCALE: 3"=1'-0" head @ window SCALE: 3"=1'-0" egress window requirements SCALE: NO SCALE exterior door threshold (swing-in) SCALE: 3"=1'-0" exterior door head SCALE: 3"=1'-0" exterior door jamb SCALE: 3"=1'-0" interior door head (jamb similar) SCALE: 3"=1'-0" window sill SCALE: 3"=1'-0" self-adhered composite flexible flashing system SCALE: N.T.S. threshold pan flashing SCALE: 1 1/2" = 1'-0"A-32 DOOR & WINDOW D E S I G N 2024 JULY 29 DETACHED ADU DATEISSUED FOR I S S U E S 2710 LAIRD AVENUE SANTA ANA, CALIFORNIA 92706 DAVID LE RESIDENCE A-23-002-008 PROPOSED HOUSE EXTENSION + PLAN CHECK SUBMITTAL 10.25.2023 2ND PLAN CHECK SUBMITTAL 01.05.2024 BUILDING SAFETY SUBMITTAL 01.25.2024 UPDATE PLAN SET FOR PRESCREEN 02.19.2024 2209 W. LARAMORE LANE SANTA ANA, CALIFORNIA 92706 UPDATE PLAN SET 03.31.2024 BUILDING SAFETY RESUBMITTAL 07.29.2024 10111914-95 DETAILS SEE STRUCTURAL DETAIL DRAWINGS FOR INFORMATION ON WALL AND FOOTING 2710 N Laird St & 2209 W Laramore Ln10/7/2024 sliding glass door threshold SCALE: 3"=1'-0" sliding wardrobe door sill exterior interior window sill at hardie lap siding door / window jamb at hardie lap siding door / window head at cement board sidingdoor / window head at stucco with wood trim exterior interior door / window jamb at stucco with wood trim A-33 DOOR & WINDOW D E S I G N 2024 JULY 29 DETACHED ADU DATEISSUED FOR I S S U E S 2710 LAIRD AVENUE SANTA ANA, CALIFORNIA 92706 DAVID LE RESIDENCE A-23-002-008 PROPOSED HOUSE EXTENSION + PLAN CHECK SUBMITTAL 10.25.2023 2ND PLAN CHECK SUBMITTAL 01.05.2024 BUILDING SAFETY SUBMITTAL 01.25.2024 UPDATE PLAN SET FOR PRESCREEN 02.19.2024 2209 W. LARAMORE LANE SANTA ANA, CALIFORNIA 92706 UPDATE PLAN SET 03.31.2024 BUILDING SAFETY RESUBMITTAL 07.29.2024 10111914-95 DETAILS SEE STRUCTURAL DETAIL DRAWINGS FOR INFORMATION ON WALL AND FOOTING 2710 N Laird St & 2209 W Laramore Ln10/7/2024 EXISTING SITE PLAN SCALE: NO NTS D E S I G N 2024 JANUARY 25 DETACHED ADU DATEISSUED FOR I S S U E S 2710 LAIRD AVENUE SANTA ANA, CALIFORNIA 92706 DAVID LE RESIDENCE A-23-002-008 PROPOSED HOUSE EXTENSION + PLAN CHECK SUBMITTAL 10.25.2023 2ND PLAN CHECK SUBMITTAL 01.05.2024 BUILDING SAFETY SUBMITTAL 01.25.2024 A-50 EXISTING HOUSE PHOTOS 65 1 2 3 4 10 9 8 7 11 21 3 4 65 7 8 10 119 PROPOSED ADU EXISTING HOUSE EXISTING GARAGE Note: Covered patio to be demolished Note: Covered patio to be demolished 2710 N Laird St & 2209 W Laramore Ln10/7/2024 STRUCTURAL NOTES S0 RE S T R I C T I V E N O T I C E DA T E RE V I S I O N S SHEET SHEET DESCRIPTION STAMP NO : 8/1/24 LE A D D I T I O N & D E T A C H E D A D U DATE: 22 0 9 W . L A R A M O R E L N . SA N T A A N A , C A 9 2 7 0 6 TH E S E D E S I G N S , D R A W I N G S , A N D SP E C I F I C A T I O N S A R E E X C L U S I V E T O GE T S T R U C T U R A L T H E S E D R A W I N G S CA N N O T B E C O P I E D , T R A N S F E R R E D , O R RE P R O D U C E D N O R C A N A N Y O T H E R ST R U C T U R E S B E B U I L T F R O M T H E M WI T H O U T W R I T T E N C O N S E N T RE V I S I O N S 30 0 0 E . B I R C H S T R E E T SU I T E 2 0 3 BR E A , C A 9 2 8 2 1 TE L : ( 9 0 9 ) 5 6 9 - 1 8 8 6 in f o @ G e t S t r u c t u r a l . c o m 2 JOB: R23-0943 PHONG TR UONG STATE OF CALIFORNIA REGISTERED PROFESSIONAL ENGINEER NO. C70784 EXP. 06/30/2025 CIV IL 2 08 / 0 1 / 2 0 2 4 PL A N C H E C K 2 SHEET INDEX: SHEET TITLE S0 STRUCTURAL NOTES S1 FOUNDATION PLAN S2 ROOF FRAMING PLAN SD1 FOUNDATION & FRAMING DETAILS SD2 FRAMING DETAILS WSWH1.1 STRONG WALL ANCHORAGE DETAIL WSWH2 STRONG WALL FRAMING DETAIL 1.THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORE STARTING ANY WORK. THE ENGINEER ( GET STRUCTURAL ) SHALL BE NOTIFIED OF ANY AND ALL DISCREPANCIES. 2.ARCHITECT/DESIGNER SHALL VERIFY ALL DIMENSIONS AND PLAN LAYOUT PRIOR TO CITY SUBMITTAL. THE ENGINEER ( GET STRUCTURAL ) SHALL BE NOTIFIED OF ANY AND ALL DISCREPANCIES. 3.DIMENSIONING SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. TYPICAL DETAILS AND GENERAL NOTES ARE MINIMUM REQUIREMENTS TO BE USED WHEN CONDITIONS ARE NOT SHOWN OTHERWISE. 4.NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON PROJECT. 5.ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2022 EDITION OF THE CALIFORNIA BUILDING CODE (CBC), AND ANY OTHER REGULATING AGENCIES WHICH HAVE AUTHORITY OVER ANY PORTION OF THE WORK, INCLUDING THE STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY, AND THOSE CODES AND STANDARDS LISTED IN THESE NOTES AND SPECIFICATIONS. 6.APPROVAL BY THE INSPECTOR DOES NOT CONSTITUTE AUTHORITY TO DEVIATE FROM THE PLANS AND/OR SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE ENGINEER ( GET STRUCTURAL ) FOR INTERPRETATION OR CLARIFICATION. 7.SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR PITS, TRENCHES, ROOF OPENINGS, DEPRESSIONS ETC. NOT SHOWN ON STRUCTURAL DRAWINGS. 8.VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY ENGINEER. 9.THE DESIGN ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS SOLE RESPONSIBILITY OF THE CONTRACTOR, AND HAS NOT BEEN CONSIDERED BY THE ENGINEER ( GET STRUCTURAL ). THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS, ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS. HE/SHE SHALL PROVIDE THE NECESSARY BRACING TO PROVIDE STABILITY PRIOR TO THE APPLICATION OF THE AFOREMENTIONED MATERIALS. STRUCTURAL OBSERVATION JOBSITE VISITS BY THE ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. 10.CONTRACTOR SHALL INVESTIGATE SITE DURING CLEARING AND EARTHWORK OPERATIONS FOR FILLED EXCAVATIONS OR BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC. IF ANY SUCH STRUCTURES ARE FOUND, THE ENGINEER ( GET STRUCTURAL ) AND THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY. 11.CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED FLOORS OR ROOF. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH. 12.CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ON ANY OR ALL SHEETS MAY BE SUBJECT TO REVIEW. THIS REVIEW MAY RESULT IN CHANGES WHICH MAY BE MADE TO THE PLANS PRIOR TO THE ISSUANCE OF THE FINAL CONSTRUCTION SET WHICH WILL CONTAIN NO "BID SET" DESIGNATIONS. CONSTRUCTION DOCUMENTS IDENTIFIED AS "BID SET" ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL DRAWINGS AND THEY SHOULD NOT IN ANY WAY BE USED AS SUCH. 13.ALL GUARD AND HANDRAILS SHALL BE DESIGNED TO WITHSTAND A POINT LOAD OF 200 POUNDS APPLIED IN ANY DIRECTION AND AT ANY POINT TO TOP RAIL. A 50 PLF LOAD IS REQUIRED AT 3-STORY AND MULTI-FAMILY PROJECTS. IF OCCUPANT LOAD IS LESS THAN 50, A 20 PLF LOAD MAY BE USED. 14.THESE PLANS ARE INTENDED SOLELY FOR THE USE OF THE OWNER FOR CONSTRUCTION AND ARE EXPRESSLY NOT INTENDED FOR USE IN MARKETING. EXTERIOR ELEVATIONS AND OTHER DETAILS ON THESE PLANS ARE ONLY A REPRESENTATION AND MAY VARY SIGNIFICANTLY FROM THE ACTUAL CONSTRUCTION. 15.SLAB-ON-GRADE REQUIREMENTS TO BE PER THE SOIL ENGINEERS RECOMMENDATIONS SOLELY, U.N.O. THE SLAB-ON-GRADE IS A NON-STRUCTURAL ITEM AND THEREFORE HAS NOT BEEN DESIGNED BY THE STRUCTURAL ENGINEER, UNLESS NOTED OTHERWISE. 16.IN THE EVENT OF CONFLICT BETWEEN THE ARCHITECTURAL GENERAL NOTES AND THE STRUCTURAL GENERAL NOTES (SHT SGN), THE MORE STRINGENT REQUIREMENT SHALL GOVERN. 1.ALL REINFORCING SHALL BE ASTM A-615 GRADE 40 FOR #4 BARS AND SMALLER. ALL REINFORCING SHALL BE ASTM A-615 GRADE 60 FOR #5 BARS AND LARGER. WELDED WIRE FABRIC TO BE ASTM A-185, LAP 1-1/2 SPACES, 9" MIN. FOR STRUCTURAL SLABS ALL REINFORCING #5 AND LARGER TO BE ASTM A-615 GRADE 60 2.ALL BARS SHALL BE DEFORMED AS PER ASTM A615 / A615M. 3.ALL BARS SHALL BE CLEAN OF LOOSE FLAKY RUST, GREASE OR OR OTHER MATERIALS LIKELY TO IMPAIR BOND. 4.ALL BENDS SHALL BE MADE COLD. 5.SPLICING OF #3-#6 BARS SHALL HAVE A MIN. LAPPING OF 30 DIA. OR 2'-0" MIN. IN ALL CONTINUOUS REINFORCEMENT OF FOOTINGS AND CONCRETE WALLS, EXCEPT AS NOTED ON PLANS. MASONRY REINFORCEMENT SHALL HAVE LAPPINGS OF 40 DIA. FOR GRADE 40 AND 48 DIA. FOR GRADE 60 OR 2'-0" MIN., U.N.O. 6.ALL REINFORCING BARS SHALL BE ACCURATELY AND SECURELY PLACED BEFORE POURING CONCRETE. 7.CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST EQUAL TO THE DIAMETER OF THE BARS. COVER SHALL BE AS FOLLOW: CONCRETE MASONRY A.POURED AGAINST EARTH 3"2" B.POURED AGAINST FORM BELOW GRADE 2"2" #6 AND LARGER 2"2' #5 AND SMALLER 1 1 2"1 1 2" C.FORMED SLABS 1"1" D.SLABS ON GRADE (FROM TOP OF SLAB) 1"1" E.COLUMNS AND BEAMS TO MAIN BARS 1 1 2"2" F.WALLS EXPOSED TO WEATHER 1 1 2"1 1 2" NOT EXPOSED TO WEATHER, #11 AND SMALLER 3 4"3 4" #14 AND #18 1 1 2"1 1 2" 1.ALL SITE PREPARATION, EXCAVATION AND COMPACTION SHALL BE DONE UNDER THE SUPERVISION OF THE LICENSE CONTRACTOR AND THE SOIL ENGINEER (IF APPLICABLE) 2.SEPARATE PERMITS SHALL BE OBTAINED FOR ALL FENCES, PLANTERS AND WALLS, AS REQUIRED. 3.PROVIDE NON-EXPANSIVE FILL AS REQUIRED TO LEVEL PAD. 4.SURFACE WATER WILL DRAIN AWAY FROM BUILDING. DRAINAGE SHALL BE 2% (MIN.) FROM BUILDING TO SWALE LINE. SWALE SHALL DRAIN AT 1% (MIN.) FROM REAR OF BUILDING TO STREET. 5.THERE SHALL BE NO UTILITY TRENCH NEAR THE BUILDING FOUNDATION WHICH EXTEND DEEPER THAN A 45 DEGREE LINE PROJECTED DOWN AND AWAY FROM THE BOTTOM OUTSIDE CORNER OF ANY FOOTING. 6.SLAB SUBGRADE REQUIREMENTS ARE NOT WITHIN THE SCOPE OF WORK AND/OR LIABILITY OF ENGINEER OF RECORD ( GET STRUCTURAL ). 7.ALL HOLDOWN ANCHORS, POST BASES AND HOLDOWN BOLTS SHALL BE TIED INTO PLACE PRIOR TO FOUNDATION INSPECTION. 8.PLACE 20'-0" REBAR IN FOUNDATION AT SERVICE LOCATIONS. STUB UP REBAR ABOVE THE FLOOR BY ELECTRIC SERVICE METERS. 9.FOR THE LOCATION OF CONTROL JOINTS, REFER TO THE FOUNDATION PLAN. (ZIP STRIP OR EQUAL). MINIMUM OF 20'-0" O.C. EACH WAY IS RECOMMENDED. 10.DRIVEWAY PAVING SHALL BE 4" PORTLAND CEMENT CONCRETE (5 SACKS MIN.), U.N.O. 11.FOR POST-TENSION SLAB, REFER TO APPROVED PLANS PREPARED BY OTHERS (WHEN OCCURS). 12.MINIMUM SLAB REINFORCEMENT AND PAD REQUIREMENT SHALL CONFORM TO THE LOCAL AHJ REQUIREMENTS OR THE SOILS ENGINEER'S RECOMMENDATIONS (IF APPLICABLE) FOUNDATION/SITEWORK REINFORCING STEEL GENERAL NOTES EXPOSURE REQUIREMENTS FOR CONCRETE BY EXPOSURE CLASS (ACI 318-19, Table 19.3.2.1) CLASS MAX. W/C MIN. F'c (PSI) ADDITIONAL REQUIREMENTS AIR CONTENT LIMITS ON CEMENT. MAT'L. F0 N/A 2,500 N/A N/A F1 0.45 4,500 ACI 318-19 TABLE 19.3.3.1 N/A F2 0.45 4,500 N/A F3 0.45 4,500 ACI 318-19 TABLE 19.2.1.1 EXPOSURE CLASS 1 1 FREEZING/THAWING SULFATE LOW PERMEABILITY CORROSION ACI 318-19 TABLE 19.3.3.1 ACI 318-19 TABLE 19.3.3.1 NOTES: 1. FOR LIGHT WEIGHT CONCRETE, SEE ACI 318-19, SECTION 19.2.4.2 2.ALTERNATIVE COMBINATIONS OF CEMENTITIOUS MATERIAL OF THOSE LISTED IN TABLE 19.3.2.1 SHALL BE PERMITTED WHEN TESTED FOR SULFATE RESISTANCE AND MEETING THE CRITERIA IN SECTION 19.3.1.1 3.FOR SEAWATER EXPOSURE, OTHER TYPES OF PORTLAND CEMENTS WITH TRICALCIUM ALUMINATE (C3A) CONTENTS UP TO 10% ARE PERMITTED IF THE W/C DOES NOT EXCEED 0.40 4.OTHER AVAILABLE TYPES OF CEMENT SUCH AS TYPE III OR TYPE I ARE PERMITTED IN EXPOSURE CLASSES S1 or S2 IF C3A CONTENTS ARE LESS THAN 8% or 5%, RESPECTIVELY 5.THE AMOUNT OF THE SPECIFIC SOURCE OF POZZOLAN or SLAG TO BE USED SHALL NOT BE LESS THAN THE AMOUNT DETERMINED BY SERVICE RECORD TO IMPROVE SULFATE RESISTANCE WHEN USED IN CONCRETE CONTAINING TYPE V CEMENT. ALT: THE AMOUNT OF THE SPECIFIC SOURCE OF THE POZZOLAN or SLAG TO BE USED SHALL NOT BE LESS THAN THE AMOUNT TESTED PER ASTM C1012 AND MEETING CRITERIA OF ACI 318-19, SECTION 19.3.1.1 6.WATER SOLUBLE CHLORIDE ION CONTENT THAT IS CONTRIBUTED FROM THE INGREDIENTS INCLUDING WATER, AGGREGATES, CEMENT AND ADMIXTURES SHALL BE DETERMINED PER ASTM C1218 BETWEEN 28 AND 42 DAYS. 1.ALL CONCRETE SHALL CONFORM TO THE LATEST EDITION OF THE CALIFORNIA RESIDENTIAL CODE (CRC 2022) 2.CONCRETE SHALL CONFORM TO "EXPOSURE CLASS" REQUIREMENTS OF ACI 318-19 REFER TO SOILS REPORT FOR SOIL CONDITIONS. 3.ALL CEMENT SHALL CONFORM TO ASTM C-150, C-595 OR C-1157. USE CEMENT TYPE TYPE II 4.FINE AND COARSE AGGREGATE SHALL CONFORM TO ASTM C-33 FOR STANDARD WEIGHT CONCRETE AND ASTM C-330 FOR LIGHTWEIGHT CONCRETE. 5.CONCRETE FOR SLAB-ON-GRADE SHALL HAVE A MAX. SLUMP OF 5" PER ASTM C-143 AND MAX. SLUMP OF 4" FOR FOOTINGS AND GRADE BEAMS, U.N.O. READY-MIX CONCRETE SHALL BE MIXED AND DELIVERED PER ASTM C-94. 6.DRYPACK SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE PARTS SAND. 7.ANCHOR BOLTS, HOLDOWN BOLTS, DOWELS, INSERTS, ETC. SHALL BE SECURED INTO PLACE AND INSPECTED PRIOR TO POURING CONCRETE. 8.CONCRETE SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 10-DAYS OR BY AN APPROVED CURING COMPOUND. 9.REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR MISCELLANEOUS ITEMS TO BE CAST INTO CONCRETE AND FLOOR STEPS, DEPRESSIONS, PITS, CURBS, ETC. 10.SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF EXPANSION JOINTS, A/C PADS, SCORING, ETC. FOR CONCRETE WALKS AND SLABS. 11.ALL STRUCTURAL CONCRETE f'c = 2500 PSI ALL SLAB-ON-GRADE f'c = 2500 PSI ALL CONTINUOUS FOOTINGS AND PADS f'c = 2500 PSI ALL CONCRETE SHALL REACH MINIMUM COMPRESSIVE STRENGTH 28 - DAYS (MIN. W/C RATIO=0.5). CONCRETE LUMBER/CARPENTRY DESIGN LOADS 1.ALL GLUED LAMINATED MEMBERS SHALL BE MADE OF 1-1/2" DOUGLAS-FIR LARCH (DF) LAMINATIONS, COMBINATION 24F-V4 PER AITC/APA (U.N.O.). 2.DESIGN VALUES: Fb=2400 PSI; Fv=240 PSI; E=1.8X106 PSI 3.INDUSTRIAL APPEARANCE GRADE PER APA-EWS SHALL BE USED, WITH A MOISTURE CONTENT BETWEEN 7 - 14 PERCENT, UNLESS NOTED OTHERWISE. 4.FABRICATOR SHALL BE A MEMBER OF AITC AND ALL FABRICATION SHALL BE PERFORMED IN ACCORDANCE WITH AITC-A190.1 & ASTM-3737. LUMBER SHALL BE MARKED WITH AN AITC or APA-EWS GRADE STAMP INDICATING CONFORMANCE WITH ALL APPLICABLE SPECIFICATIONS AND REQUIREMENTS. 5.GLUED LAMINATED MEMBERS SHALL BE ACCOMPANIED BY A CERTIFICATE OF INSPECTION. CONTRACTOR SHALL BEAR EXPENSES OF INSPECTION AND TESTS. A CERTIFICATE OF INSPECTION SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT PRIOR TO INSTALLATION. 6.ALL GLUED LAMINATED BEAMS WILL HAVE A STANDARD CAMBER BASED ON A RADIUS = 3500, UNLESS NOTED OTHERWISE. PARALLAM PSL 2.2E BY I-LEVEL PER ESR-1387 f b = 2900 PSI; f v = 290 PSI; E = 2.2x106 PSI TIMBERSTRAND LSL 1.55E BY I-LEVEL PER ESR-1387 f b = 2250 PSI; f v = 310 PSI; E = 1.55x106 PSI MICROLAM LVL BY I-LEVEL PER ESR-1387 f b = 2600 PSI; f v = 285 PSI; E = 2.0x106 PSI 7.ALTERNATE ENGINEERED WOOD PRODUCTS MUST BE APPROVED IN WRITING BY ENGINEER ( GET STRUCTURAL ) PRIOR TO INSTALLATION. 8.PROVIDE MULTIPLE 2x4 SQUASH BLOCKS UNDER BEARING POINT LOAD (POST) (OR MSB) FROM ABOVE TO TOP PLATES BELOW AT FLOOR LEVEL. 9.I-LEVEL I-JOISTS PER ICC ESR#1533 10.LOUISIANA PACIFIC I-JOISTS PER ICC ESR#1130 11.BOISE CASCADE I-JOISTS PER ICC ESR#1336 12.ROSEBURG I-JOISTS PER ICC ESR#1251 13.PROVIDE DOUBLE I-JOISTS OR DOUBLE I-JOIST BLOCKS WHEN 16d SOLE PLATE NAILING (SPN) IS LESS THAN 4" O.C. AT SHEAR WALL ABOVE. 14.REFER TO I-JOIST MANUFACTURER SPECIFICATION FOR DRILLING OF HOLES THRU I-JOIST WEB. NOTCHING OF I-JOIST FLANGE IS PROHIBITED. GLULAMS/MFR. WD. PROD. SIMPSON ICC - ESR REPORTS 1.CONTINUOUS AND PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE WORK AS DESCRIBED IN CBC 2022 CHAPTER 17, SEE INSPECTION SCHEDULE BELOW ONLY CHECKED ITEMS ARE REQUIRED 2.APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OF FAILURE TO COMPLY WITH THE PLANS OR SPECIFICATIONS. ANY DETAIL THAT FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE STRUCTURAL ENGINEER FOR INTERPRETATION OR CLARIFICATION 3.FOR VERIFICATION AND INSPECTION OF SOILS SEE SOILS REPORT 4.CONTINUOUS SPECIAL INSPECTION PER AWS D1.1 IS REQUIRED FOR ALL STRUCTURAL STEEL WELDING, EXCEPT FOR SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE WELDING INSPECTORS SHALL BE AWS Q.C.-1 CERTIFIED 5.STRUCTURAL WOOD. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OTHER FASTENING OF COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM, INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, BRACES, SHEAR PANELS, AND HOLDOWNS EXCEPTION: SPECIAL INSPECTION IS NOT REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING AND OTHER FASTENING TO OTHER COMPONENTS OF THE SEISMIC-FORCE-RESISTING SYSTEM, WHERE THE FASTENER SPACING OF THE SHEATHING IS MORE THAN 4 INCHES ON CENTER (O.C.) INSPECTIONS SHALL BE PERFORMED BEFORE COVERING 6.CONTRACTORS RESPONSIBLE FOR CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING SYSTEM/COMPONENT LISTED IN THIS STATEMENT OF SPECIAL INSPECTION SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE LADBS INSPECTORS AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH A SYSTEM OR COMPONENT PER SEC 1704.4. 7.WHERE FABRICATION OF MEMBERS AND ASSEMBLIES IS PERFORMED ON THE PREMISES OF A FABRICATOR'S SHOP, SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL BE REQUIRED BY THIS SECTION, UNLESS THE FABRICATOR IS REGISTERED AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. APPROVAL SHALL BE BASED UPON REVIEW OF THE FABRICATOR'S WRITTEN PROCEDURAL AND QUALITY CONTROL MANUALS AND PERIODIC AUDITING OF FABRICATION PRACTICES BY AN APPROVED SPECIAL INSPECTION AGENCY. AT COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE BUILDING OFFICIAL STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. CONTRACTOR SHALL BE RESPONSIBLE OF VERIFYING APPROVAL OF FABRICATOR. TYPE OF WORK CONCRETE WORK SHOTCRETE WORK DRIVEN DEEP FOUND. ELEMENT COLD FORMED STEEL STRUCTURAL WOOD HIGH LOAD DIAPHRAGMS MASONRY WORK HIGH STRENGTH BOLTING STRUCTURAL STEEL WELDING STRUCTURAL STEEL POST INSTALLED ANCHORS CAST IN PLACE DEEP FOUND. REINFORCING STEEL SOIL CONDITION CODE REFERENCE CBC TABLE 1705.3 CBC TABLE 1705.3 CBC 1705.3.1 CBC TABLE 1705.3 CBC 1705.2 CBC 1705.2 CBC 1705.2 CBC 1705.4 CBC 1705.5.1 CBC 1705.11.1 CBC 1705.11.2 SEE NOTE 5 ABOVE SEE ALSO ICC APPROVAL REMARKS INSPECTION SCHEDULE CBC 1705.7 CBC TABLE 1705.8 CBC TABLE 1705.6 SEE SOILS REPORT FOR COMPLIANCE SPECIAL INSPECTION SEISMIC DESIGN DATA IMPORTANCE FACTOR 1.0 SITE CLASS D SS 1.345 S1 0.478 SDS 1.076 SD1 0.581 SDC D LATERAL FORCE RESISTING SYSTEM A.15 BASE SHEAR CS 0.166 R 6.5 W 2.50 PROCEDURE USED ELF REDUNDANCY FACTOR 1.3 WIND DESIGN PROCEDURE USED MWFRS BASIC WIND SPEED 95 MPH RISK CATEGORY II WIND EXPOSURE C SOIL 1500 PSF PER CBC 2022 ROOF DL =10 PSF LL =20 PSF VAULTED ROOF DL =15 PSF LL = 20 PSF FLOOR DL =15 PSF LL =40 PSF CEILING DL =5 PSF LL =10 PSF EXTERIOR WALL DL =15 PSF INTERIOR WALL DL =10 PSF IP(MS), IS(<70), (MS) IP(HS), IS(<70), (HS) IP(HS)+POZ.orSLAG5 IS(<70), (HS)+POZ.5 HS+POZZOLAN or SLAG5 NOT PERMITTED NOT PERMITTED V+POZZOLAN or SLAG5 CEMENTITIOUS MATERIAL TYPE2 HS MS --------- --- --- V4 II3 N/AS0 2,500 S1 0.50 4,000 S2 0.45 4,500 4,5000.45S3 P1 P0 N/A 0.50 4,000 2,500 NONE NONE MAX. W/C1 MIN. F'c (PSI) MAX. CHLORIDE ION CONTENT % BY WT.6 MAX. W/C1 MIN. F'c (PSI)ADDITIONAL REQUIREMENTSEXPOSURE CLASS EXPOSURE CLASS MAX. W/C1 MIN. F'c (PSI) CALCIUM CHLORIDEASTM C1157ASTM C595ASTM C150 C0 N/A 2,500 1.00 0.06 --- C1 N/A 2,500 0.30 0.06 --- C2 0.40 5,000 0.15 0.06 ACI 19.3.2.1 & 20.6.1.4.2 RELATED PROVISIONSREINFORCED CONC.PRESTRESSED CONC. 1.ALL STRUCTURAL SAWN LUMBER SHALL BE GRADED BY ONE OF THE FOLLOWING: W.C.L.I.B., W.W.P.A., N.L.G.A, or PS 20. 2.ALL WOOD BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR (PTDF), U.N.O 3.HOLES FOR BOLTS SHALL BE BORED WITH A BIT 1/32" TO 1/16" LARGER THAN THE NOMINAL BOLT DIAMETER. 4.ALL BOLTS SHALL BE RE-TIGHTENED PRIOR TO APPLICATION OF FINISH MATERIALS (PLYWOOD, PLASTER, DRYWALL, INSULATION, ETC.) 5.STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY NOTED OR DETAILED. CONTACT ENGINEER IF NOT SHOWN. 6.CROSS-BRIDGING SHALL BE PROVIDED AT 8'-0" O.C. MAX. FOR ALL 2X FLOOR JOISTS OVER 10" IN DEPTH AND ALL 2X ROOF RAFTERS OVER 10" DEPTH. USE SOLID BLOCKING OR AN APPROVED METAL TYPE BRIDGING. 7.ALL STRUCTURAL PLYWOOD SHALL BE A.P.A. RATED SHEATHING (OR OSB) EXPOSURE 1 OR EXTERIOR UNLESS NOTED OTHERWISE AND CONFORM TO DOC PS1 OR PS2. EACH SHEET SHALL BE IDENTIFIED BY GRADE MARK OF D.F.P.A OR A.P.A. 8.ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND NUT UNLESS NOTED OTHERWISE. 9.ALL METAL ANCHORS, FASTENERS AND CONNECTORS ETC. SHALL BE FROM "SIMPSON STRONG-TIE" (TM). SUBSTITUTIONS MUST BE ICC-ESR PRODUCTS AND PRE-APPROVED IN WRITING BY ENGINEER ( GET STRUCTURAL ). 11. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH (OR BTR.), 19% MAX. MOISTURE CONTENT, OF THE FOLLOWING GRADES, U.N.O.: 12.FLOOR SHEATHING TO BE NAILED AND GLUED TO THE JOISTS. USE ADHESIVES PER A.P.A. AFG-01 OR ASTM D3498. 13.FRAMING CONTRACTOR SHALL PROVIDE BACKING AS REQUIRED FOR ALL LIGHT FIXTURES, CABINETS, WARDROBES, TOWEL BARS, AND HANDRAILS AS REQUIRED AND REQUESTED BY GENERAL CONTRACTOR. 14.WHEN PLYWOOD SIDING IS USED AS AN EXTERIOR OR INTERIOR WALL COVERING, PROVIDE SOLID BLOCKING AT ANY HORIZONTAL JOINTS BETWEEN SOLE PLATE AND ANY TOP PLATE. "Z" BAR METAL SHALL BE USED AT EXTERIOR HORIZONTAL JOINTS. 15.INSTALL FIREBLOCKS TO CUT OFF ALL HORIZONTAL AND VERTICAL DRAFT OPENINGS BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIREBLOCKS SHALL BE OF 2 INCH NOMINAL THICKNESS. LOCATION OF FIREBLOCKS SHALL INCLUDE: A.STUD WALLS AT FURRED SOFFITS, CEILING AND FLOOR LEVELS. B.AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOORS C.BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN STUDS IN A WALL PARALLEL AND ADJOINING RUN OF STAIRS. 22.FASTENING OF MULTIPLE MEMBERS: DOUBLE & TRIPLE JOISTS; 16d NAILS AT 12" O.C STAGGERED (BOTH SIDES FOR TRIPLES). FOUR OR MORE JOISTS; 1/2" DIA. M.B's AT 18" O.C STAGGERED. 4X OR LARGER BEAMS; 1/2" DIA. M.B's AT 12" O.C STAGGERED. 23.ALL ROUGH OR RESAWN BEAMS ARE TO BE FREE OF GRADING STAMP LABELS AND FREE OF HEART CENTER (FOHC). 24.ALL HANGING 2X JOISTS SHALL UTILIZE SIMPSON "LUS" HANGERS, U.N.O. AND SIMPSON "IUS" FOR I-JOISTS, U.N.O. 25.ALL BEARING WALLS ON A WOOD FLOOR ARE TO BE SUPPORTED WITH DOUBLE JOISTS OR SOLID BLOCKING, UNLESS NOTED OTHERWISE. 26.ALL BEAMS TO BE SUPPORTED WITH FULL BEARING STUDS OR POSTS, U.N.O. 27.ROOF SHEATHING IS TO CONTINUE UNDER "CALIFORNIA FRAMING", TYP. 28.APPLY SHEAR WALL PLYWOOD PRIOR TO ALL BOX-OUTS, FUR-OUTS, SOFFITS OR ANY OTHER FRAMING THAT MAY INTERRUPT CONTINUITY OF PLYWOOD. 29.PROVIDE FURRING AS NEEDED TO ALIGN NON-SHEAR WALLS WITH SHEAR WALLS. 30.PROVIDE 4X OR DOUBLE 2X MEMBERS UNDER SOLE PLATE NAILING LESS THAN 4 in. O.C., U.N.O. 31.TOP PLATE BREAKS AND SPLICES SHALL OCCUR OVER A STUD OR POST. 32.PROVIDE SOLID BLK'G BETWEEN PERPENDICULAR JOIST AT BEARING AND AT SHEAR WALLS. 33.ALL EXPOSED BEAMS AND HEAVY TIMBER RECOMMENDED TO BE FREE OF HEART CENTER (FOHC). 34.ALL CONVENTIONAL FRAME PORTIONS OF STRUCTURE ARE TO BE CONSTRUCTED PER SECTION 2308 OF THE CALIFORNIA BUILDING CODE (CBC), U.N.O. 35.ALL SHOP DRAWINGS ARE TO BE REVIEWED BY THE GENERAL CONTRACTOR AND THE ARCHITECT PRIOR TO SUBMITTAL FOR ENGINEER ( GET STRUCTURAL ) REVIEW. 36.COMMON NAILS SHALL BE USED FOR ALL SHEATHING AND TOP PLATE SPLICES. BOX NAILS MAY BE USED AT SOLE PLATE NAILING. ALL HARDWARE SHALL BE INSTALLED WITH NAILS PER THE MANUFACTURERS SPECIFICATIONS AND RECOMMENDATIONS. 37.FASTENERS FOR PRESERVATIVE-TREATED OR FIRE-RETARDANT-TREATED WOOD SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM A 153 SINGLE/REPTITIVE 2X4 #2: Fb = 1350/1552 PSI ; Fv=180 PSI, E=1.6x106 2X6 #2: Fb = 1170/1345 PSI 2X8 #2: Fb = 1080/1242 PSI 2X10 #2: Fb = 990/1138 PSI 2X12 #2: Fb = 900/1150 PSI 2X14 #2: Fb = 810/ 931 PSI 4X4 #2: Fb = 1350 PSI 4X6 #2: Fb = 1170 PSI 4X8 #2: Fb = 1170 PSI 4X10 #2: Fb = 1080 PSI 4X12 #1: Fb = 1100 PSI ; Fv=180 PSI, E= 1.7x106 4X14 #1: Fb = 1000 PSI 4X16 #1: Fb = 1000 PSI 6X10 #1: Fb = 1350 PSI ; Fv=170 PSI, E=1.6x106 6X12 #1: Fb = 1350 PSI WALLS 2X4 STUDS (UP TO 8')"STANDARD" OR BETTER 2X4 STUDS (OVER 8')NO.2 OR BETTER 2X PLATES & 3X PLATES "CONSTRUCTION GRADE" OR BETTER 2X6 STUDS NO.2 2X JOIST NO.2 BEAMS AND STRINGERS 4X10 AND SMALLER NO.2 4X12 AND LARGER NO.1 6X AND 8X NO.1 4x POST/TIMBERS AND LARGER NO.1 ROOF PLANKING AND DECKING COM.DEX. BOARD SHTG. AND STRIPPING SUITABLE FOR INTENDED USE. 2018 NDS STRESS VALUES FOR DOUGLAS FIR-LARCH: TABLE 2304.10.1 FASTENER SCHEDULE FOR STRUCTURAL MEMBERS (Table reflects CBC 2022 options see code for more options) ITEM DESCRIPTION OF BUILDING ELEMENTS Roof 1 Blocking between ceiling joists, rafters or trusses to top 2 3 4 5 6 8 10 Ceiling joists not attached to parallel rafter, laps over partitions (no thrust) Ceiling joist attached to parallel rafter (heel joint) Collar tie to rafter Rafter or roof truss to top plate Wall Stud to stud (not at braced wall panels) 9 Built-up header (2" to 2" header) 11 12 13 14 15 16d 16d 16d 4-8d 16d 8-16d 16d Bottom plate to joist, rim joist, band joist or blocking at braced wall panels 16 17 18 19 20 Floor 21 22 23 24 2" subfloor to joist or girder 25 26 27 28 3-8d 8d 2-8d 2-16d 2-16d 20d 3-16d 3-16d Toenail 6″ o.c., toenail Face nail Face nail Each bearing, face nail 32" o.c., face nail at top and End nail 2-16d 4-8d 2-16d 2-16d 2-8d 3-8d Face nail Face nail 24″ o.c. face nail 16” o.c. face nail 16″ o.c. each edge, face nail Toenail 16" o.c. face nail Each side of end joint, face nail 16" o.c. face nail 16" o.c. face nail Toenail Face nail Face nail 3-8d 3-8d 3-16d XX 3-10d 3-10d Each end, toenail Each joist, toenail Face nail Face nail Face nail Toenail,c NUMBER AND TYPE OF FASTENER SPACING OF FASTENERS Ceiling joists to top plate Stud to stud and abutting studs at intersecting wall Continuous header to stud Top plate to top plate Top plate to top plate, at end joints Bottom plate to joist, rim joist, band joist or blocking Stud top or bottom plate Top plates, laps at corners and intersections 1" brace to each stud and plate 1" x 6" sheathing to each bearing 1" x 8" and wider sheathing to each bearing For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1ksi = 6.895 MPa. a. Nails spaced at 6 inches at intermediate supports where spans are 48 inches or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Section 2305. Nails for wall sheathing are permitted to be common, box or casing. b. Spacing shall be 6 inches on center on the edges and 12 inches on center at intermediate supports for nonstructural applications. c. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule and the ceiling joist is fastened to the top plate d. RSRS-01 is a Roof Sheathing Ring Shank nail meeting the specifications in ASTM F1667. Joist to sill, top plate, or girder Rim joist, band joist, or blocking to top plate 1" x 6" subfloor or less to each joist 2" planks (plank & beam - floor & roof) Built-up girders and beams, 2" lumber layers Ledger strip supporting joists or rafters Joist to band joist or rim joist Each joist or rafter, face nail plate or other framing below Blocking between rafters or truss not at the wall top plate, to rafter or truss 2-8d Each end, toenail Flat blocking to truss and web filler 16d @ 6" o.c.Face nail 2-16d End nail 7 Roof rafters to ridge valley or hip rafters; or roof rafter 2-16d End nail to 2-inch ridge beam 3-10d Toe nail corners (at braced wall panels) (minimum 24" lap splice length each side of end joint) (not at braced wall panels) 2-16d End nail bottom staggered on opposite sides 29 2-8d Each end, toenailBridging or blocking to joist, rafter or truss Wood structural panels (WSP), subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing,a EDGES (INCHES) INTERMEDIATE SUPPORTS (INCHES) 30 6d common nail (subfloor and wall)3/8"-1/2"6 12 8d common nail (roof) 31 8d common nail19/32"-3/4"6 12 32 10d common nail or 8d deformed7/8"-1 1/4"6 12 Other exterior wall sheathing 33 1 1/2" galvanized roofing nail (7/16" head diameter);1/2" fiberboard sheathing, b 3 6 1 1/4" 16 gage staple with 7/16" or 1" crown 34 1 3/4" galvanized roofing nail (7/16" head diameter);25/32" fiberboard sheathing, b 3 6 1 1/2" 16 gage staple with 7/16" or 1" crown Wood structural panels, combination subfloor underlayment to framing 35 8d common nail3/4" and less 6 12 6d deformed nail 36 8d common nail7/8"-1"6 12 8d deformed nail 37 10d common nail1 1/8"-1 1/4"6 12 8d deformed nail Panel siding to framing 38 6d corrosion-resistant siding1/2" or less 6 12 6d corrosion-resistant casing 39 8d corrosion-resistant siding5/8"6 12 8d corrosion-resistant casing Interior paneling 40 4d casing1/4" 4d finish 6 12 41 6d casing3/8" 6d finish (Panel supports at 24 inches) 6 12 Panel supports at 16 inches (20 inches if strength axis in the long direction of the panel, unless otherwise marked). in accordance with this schedule, the number of toenails in the rafter shall be permitted to be reduced by one nail. ESR-1056 TITEN HD SCREW ANCHOR ESL-1168 SET-3G EPOXY ADHESIVE ANCHORS IN CRACKED AND UNCRACKED CONCRETE ESR-1622 POST BASE CONNECTORS FOR WOOD CONSTRUCTION ESR-1679 STEEL STRONG-WALL SHEAR PANELS ESR-2105 STRAPS ESR-2236 STRONG-DRIVE SDS SCREWS ESR-2330 SCREW HOLD-DOWN (HOLDOWN) CONNECTORS ESR-2523 INDEX OF SIMPSON STRONG-TIE STAMPED AND WELDED COLD-FORMED STEEL PRODUCTS FOR WOOD OR COLD-FORMED STEEL CONSTRUCTION ESR-2551 ADJUSTABLE HANGERS AND HIP CONNECTORS FOR WOOD FRAMING ESR-2552 SIMPSON STRONG-TIE® FACE-MOUNT HANGERS FOR SAWN LUMBER, STRUCTURAL COMPOSITE LUMBER (SCL), PREFABRICATED WOOD I-JOISTS AND GLULAM BEAMS (ENGINEERED WOOD PRODUCTS) ESR-2553 TOP-FLANGE HANGERS FOR SAWN LUMBER ESR-2604 COLUMN CAPS FOR WOOD CONSTRUCTION ESR-2608 STUD SHOES, PLATE TIES, WALL BRACING, AND JOIST BRIDGING FOR WOOD CONSTRUCTION ESR-2611 SSTB SERIES AND SB SERIES CAST-IN-PLACE ANCHOR BOLTS ESR-2613 HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING ESR-2615 TOP-FLANGE HANGERS FOR ENGINEERED WOOD PRODUCTS (EWP) ESR-2616 CONNECTORS ATTACHING WOOD MEMBERS TO CONCRETE CONSTRUCTION ESR-2652 STRONG-WALL WOOD SHEARWALL PANELS (WSWS) STRONG-WALL SB SHEARWALL PANELS (SWSBS) ESR-2920 CAST-IN-PLACE STRAP STYLE HOLDOWNS AND PURLIN ANCHORS IN CONCRETE ESR-3006 STRONG-DRIVE X AND FPHSD SELF-DRILLING TAPPING SCREWS ESR-3046 STRONG-DRIVE SD AND SDWF SERIES SCREWS ESR-3050 EMBEDDED COLUMN BASES IN CONCRETE ESR-3096 CONNECTORS USING SD-SERIES SCREWS ESR-4057 SET-3G EPOXY ADHESIVE ANCHORS IN CRACKED AND UNCRACKED CONCRETE 2710 N Laird St & 2209 W Laramore Ln10/7/2024 EXISTING CONCRETE SLAB ON GRADE 4" CONCRETE SLAB ON GRADE W/ #4 @ 16" O.C. E.W. CENTERED IN SLAB OVER 10 MIL VISQUEEN OVER 4" OF 1/2" GRAVEL (CALGREEN 4.505.2.1) 4" CONCRETE SLAB ON GRADE W/ #4 @ 16" O.C. E.W. CENTERED IN SLAB OVER 10 MIL VISQUEEN OVER 4" OF 1/2" GRAVEL (CALGREEN 4.505.2.1) 1 2 3 A 4'-0" C 3'-2" C 2'-11" C 5' - 1 " A 3' - 9 " C 3' - 9 " A 8'-0" A CB D E F G 4 5 A 4'-0" B 8' - 0 " C 4' - 0 " WSWH 12X8 W/1" STD. A.B. 3 WSWH1.1 5'-8" x24"x24" DEEP CONCRETE GRADE BEAM W/(4) #5 TOP AND BOTTOM P30 P30 EXISTING CONCRETE SLAB ON GRADE 1 SD1 HDU 2 4X4 HDU 2 4X4 HDU2 4X4 HDU2 4X4 HDU 2 4X4 HDU 2 4X4 HDU 2 4X4 HDU 2 4X4 HDU 4 4X4 HDU 44X4 HD U 2 4X 4 HD U 2 4X 4 HD U 2 4X 4 HDU2 4X4 1 SD1 1 SD1 1 SD1 1 SD1 1 SD1 1 SD1 3 SD1 3 SD1 3 SD1 3 SD1 3 SD1 3 SD1 3 SD1 3 SD1 3 SD13 SD1 3 SD1 3 SD1 3 SD1 3 SD1 1 SD1HD U 2 4X 4 6 SD1 HD U 2 4X 4 6 SD1 HD U 2 4X 4 HD U 2 4X 4 HDU2 4X4 HDU2 4X4 4 SD1 8 SD1 9 SD1 7 SD1 10 SD1 10 SD1 8 SD1 11 SD1 11 SD1 11 SD1 11 SD1 12 SD1 12 SD1 2 SD1 4 SD1 4" CONCRETE SLAB ON GRADE W/ #4 @ 16" O.C. E.W. CENTERED IN SLAB OVER 4" OF 1/2" GRAVEL 16 SD1 PP 17 SD1 1' 18" SQ X 18" DEEP PAD FOOTING W/(3)#4 E.W. TOP AND BOT 18 SD1 18 SD1 P18 P18 P18P18 5 SD1 5 SD1 5 SD1 5 SD1 2' FOUNDATION PLAN RE S T R I C T I V E N O T I C E DA T E RE V I S I O N S SHEET SHEET DESCRIPTION STAMP NO : 8/1/24 LE A D D I T I O N & D E T A C H E D A D U DATE: 22 0 9 W . L A R A M O R E L N . SA N T A A N A , C A 9 2 7 0 6 TH E S E D E S I G N S , D R A W I N G S , A N D SP E C I F I C A T I O N S A R E E X C L U S I V E T O GE T S T R U C T U R A L T H E S E D R A W I N G S CA N N O T B E C O P I E D , T R A N S F E R R E D , O R RE P R O D U C E D N O R C A N A N Y O T H E R ST R U C T U R E S B E B U I L T F R O M T H E M WI T H O U T W R I T T E N C O N S E N T RE V I S I O N S 30 0 0 E . B I R C H S T R E E T SU I T E 2 0 3 BR E A , C A 9 2 8 2 1 TE L : ( 9 0 9 ) 5 6 9 - 1 8 8 6 in f o @ G e t S t r u c t u r a l . c o m 2 JOB: R23-0943 PHONG TR UONG STATE OF CALIFORNIA REGISTERED PROFESSIONAL ENGINEER NO. C70784 EXP. 06/30/2025 CIV IL 2 08 / 0 1 / 2 0 2 4 PL A N C H E C K 2 PAD SCHEDULE PAD TYPE FOOTING REBAR CONCRETE PAD FOOTING, SEE SCHEDULE SYM. 1.REFER TO S.0 SHEET FOR MORE INFO. 2.CONTRACTOR SHALL VERIFY ALL EXISTING FOOTINGS AND NOTIFY TO ENG. OF RECORD FOR ALL DISCREPANCIES. 3.SPECIAL INSPECTION IS REQUIRED FOR INSTALLATION OF EPOXY. 4.CONCRETE COMPRESSIVE STRENGTH SHALL BE f'c = 2500 PSI (U.N.O.) Scale: 3/16" = 1'-0" FOUNDATION PLAN1 FOUNDATION NOTES DESCRIPTION MATERIAL SIZE EDGE NAILING 1,2 FIELD 6 8d 10d 6" 6" 4" 12" 12" 12" 6"12" 8" 10" 48" 36" 24" SHEAR WALL SCHEDULE FOOTNOTES: 1.ALL NAILS TO BE COMMON NAILS. 1.5" PENETRATION IN FRAMING MEMBER OR BLOCKING 2.SOLID BLOCKING SHALL BE PROVIDED AT ALL EDGES AND HORIZONTAL JOINTS. 3.SHT'G APPLIED TO BOTH SIDES SHALL BE OFFSET OR FRAMING SHALL BE 3X AND NAILS ON EACH SIDE SHALL BE STAGGERED. 4.STAGGER NAILS 1/2" & SHT'G. ONE SIDE ONLY. 5.SHEETS SHALL NOT BE LESS THAN 4FT X 8FT, EXCEPT AT BOUNDARIES AND CHANGES WHERE SHEET SHALL BE 24" MINIMUM. 6.3" X 3" X 0.229" SQUARE PLATE WASHERS SHALL BE USED WITH ALL ANCHOR BOLTS. 12"6"16" LTP4 OR A35 16" 12" 10" 8" P 8d 6"12"6"16"--32" 12"--4"12"6" 4" 3/8" PLYWD/OSB, STRUCT. I W/ 8d @ 6", 12", BLOCKED 15/32" PLYWD/OSB, STRUCT. I W/ 10d @ 6", 12", BLOCKED 15/32" PLYWD/OSB, STRUCT. I W/ 10d @ 4", 12", BLOCKED 15/32" PLYWD/OSB, STRUCT. I W/ 10d @ 3", 12", BLOCKED 15/32" PLYWD/OSB, STRUCT. I W/ 10d @ 2", 12", BLOCKED SIMP. SDS 1/4"Ø X 6" 16d A.B.'S 5/8" SHEAR SEISMIC / WIND CONFORMING TO ANSI/AF&PA, SDPWS 2021/CBC 2022 3" STAGG. 2" STAGG. PANEL JOINT SILL 2X 2X 2X 2X 2X 2X 2X 2X SILL TO RIM/BLK'G RIM/BLK'G TO TOP PLATE SILL TO FOUND. A B C D E 10d 10d 10d X FRAMING 3" STAGG. 2" STAGG. 2,5 4 4 4 4 72" 2X 3X 3X 3X 200 / 280 plf 340 / 476 plf 665 / 931 plf 870 / 1218 plf 510 / 714 plf 3/8" CDX (EXTERIOR NON-SHEARWALL) P18 1'-6" SQ. X 18" DEEP PAD W/ (3) #4 E.W. BOTT. 2'-6" SQ. X 18" DEEP PAD W/ (4) #5 E.W. BOTT. PX X SDX PX [E] FOOTING FOUNDATION LEGEND DETAIL NUMBER DETAIL SHEET NUMBER S1 2 2 P30 2 2 2 2 2 2 2 2710 N Laird St & 2209 W Laramore Ln10/7/2024 RR1 RR1 RR 1 RR1 RR1 RR 1 RR 1 4X4 K.P. 4X4 4X 4 4X4 CJ1 4X12 R.B. 4 RR 2 RR 2 4X6 H. CJ CJ 4X4 4X4 4X 4 4X4 4X4 4x10 C.B. 1 1 2 3 A 4'-0" 4X4 C 3'-2" C 2'-11" C 5' - 1 " 4X 4 4X4 A 3' - 9 " 4X4 4X4 4x D R A G B L K G 13B SD2 4X 4 4X 4 C 3' - 9 " 4X8 H I P 4X1 0 H I P 4X1 0 H I P 4X1 0 H I P 4X1 0 H I P 4X8 H I P 4X4 4X4 A 8'-0" 4x6 H. 2 4x 6 H . 3 4x 6 H . 4x 6 H . 4x 6 H . 4x 6 H . 4x 6 H . 4x 6 H . 4x 6 H . A CB D E F G 4 5 5 4X6 H.4X6 H. 3. 5 X 1 1 . 8 7 5 L V L H . 6 A 4'-0"4X 4 4X 4 4X4 B 8' - 0 " 4X 4 4X4 C 4' - 0 " WSWH 12X8 W/1" STD. A.B. 6 WSWH2 15B SD1 15B SD1 4X4 [E ] 4 X 4 H . V . I . F . 7 SD2 7 SD2 7 SD2 7 SD2 7 SD2 7 SD2 24 SD3 8 SD2 8 SD2 9 SD2 9 SD2 2X10 RIDGE BOARD 10 SD2 10 SD210 SD2 9 SD2 11 SD2 11 SD2 11 SD2 11 SD2 11 SD2 11 SD2 12 SD2 12 SD2 4x12 C.B. 7 K. P . 4X 4 29 SD3 K.P . 4X 4 29 SD3 K.P. 4X4 5 SD2 4X421 SD3 4x 6 H . 4x12 C.B. 8 9 4x 6 H . K.P. 4X6 22 SD3 2- 2 x D R A G R . R . 23A SD3 2- 2 x D R A G R . R . 23A SD3 6X6 6X6 4x6 H. 7 SD2 RR 1 4x8 D.B. 2- 2 x R . R . 10 25 SD3 25 SD3 1' 13A SD2 4x6 H.4x8 H. CJ 4X4 2x12 R.B. 11 12 4x8 C.B. 26 SD3 4X4 4X4 4X4 4X4 21 SD3 21 SD3 21 SD3 21 SD3 13B SD2 27 SD3 28 SD3 2' 26 SD3 28 SD3 FRAMING PLAN RE S T R I C T I V E N O T I C E DA T E RE V I S I O N S SHEET SHEET DESCRIPTION STAMP NO : 8/1/24 LE A D D I T I O N & D E T A C H E D A D U DATE: 22 0 9 W . L A R A M O R E L N . SA N T A A N A , C A 9 2 7 0 6 TH E S E D E S I G N S , D R A W I N G S , A N D SP E C I F I C A T I O N S A R E E X C L U S I V E T O GE T S T R U C T U R A L T H E S E D R A W I N G S CA N N O T B E C O P I E D , T R A N S F E R R E D , O R RE P R O D U C E D N O R C A N A N Y O T H E R ST R U C T U R E S B E B U I L T F R O M T H E M WI T H O U T W R I T T E N C O N S E N T RE V I S I O N S 30 0 0 E . B I R C H S T R E E T SU I T E 2 0 3 BR E A , C A 9 2 8 2 1 TE L : ( 9 0 9 ) 5 6 9 - 1 8 8 6 in f o @ G e t S t r u c t u r a l . c o m 2 JOB: R23-0943 PHONG TR UONG STATE OF CALIFORNIA REGISTERED PROFESSIONAL ENGINEER NO. C70784 EXP. 06/30/2025 CIV IL 2 08 / 0 1 / 2 0 2 4 PL A N C H E C K 2 MANUFACTURED LUMBER PRODUCTS: CLEAR SPAN, L L ≤ 6'-0"6'-0" < L ≤ 10'-0" L ≥ 10'-0" 2-2X4 U.N.O. PER PLAN THE FOLLOWING BEAMS/HEADERS/RIMS CAN BE FROM ANY MANUFACTURER WITH CURRENT APPROVED ICC ES - EVALUATION REPORT WITH THE FOLLOWING MECHANICAL PROPERTIES: FOR "PSL" BEAMS: Fb = 2900 psi (MIN) Fv = 290 psi (MIN) E = 2.2x106 psi (MIN) FOR "LVL" BEAMS: Fb = 2600 PSI (MIN) Fv = 285 PSI (MIN) E = 2.0x106 PSI (MIN) FOR "LSL" BEAMS/HEADERS: Fb = 2325 psi (MIN) Fv = 425 psi (MIN) E = 1.55x106 psi (MIN) FOR MANUFACTURED RIM BOARD W/ MIN. 11 4" THICK, CONTINUOUSLY SUPPORTED BY WALL, AND MATCHES JOIST DEPTH: Fc^ = 680 psi (MIN) Fc //= 1400 psi (MIN) Ft = 1075 psi (MIN) E = 1.3x106 psi (MIN) GLU-LAM BEAM SHALL BE 24F-V4, DF/DF Fb = 2400 psi @ BOTTOM Fb = 1850 psi @ TOP Fv = 265 psi (MIN) E = 1.8x106 psi (MIN) 2 x 4 2-2 x 4 1.REFER TO STRUCTURAL GENERAL NOTES AND DETAIL SHEETS S.0 FOR MORE INFORMATION. 2.ALL STRUCTURAL HARDWARE SHALL BE SIMPSON STRONG-TIE OR APPROVED EQUIVALENT. 3.ALL VERTICAL PIPES THROUGH PLATES AND/OR SOLID RIM BEAMS MUST BE DRILLED CLEAN CUT W/ 1/16" TOLERANCE. DO NOT NOTCH OR CUT PLATES. 4.ALL BEAMS SHOWN ARE DROP (U.N.O.) ON PLANS. 5.HANGERS FOR FLUSH FRAMED MEMBERS SHALL BE SIMPSON STRONG-TIE AS FOLLOWS U.N.O.: LUS SAWN LUMBER JOIST (FOR SKEWED USE HU) MIU TJI, LSL, LVL JOIST HU 4X SAWN LUMBER HGUS 6X, OR PSL, LSL, GLU-LAM BEAMS 6.THE FOLLOWING TRIMMER SCHEDULE SHOULD BE USED FOR HEADERS IN BEARING WALLS, U.N.O. ON THE PLAN. REQUIRED TRIMMER MUST BE APPLIED @ EACH END OF HEADER. 7.BUILDING CODE 2308.5.1 BALLOON FRAMED WALLS (NON-BEARING) STUD HEIGHTS: - 2X4'S @ 16" O.C. MAXIMUM 14'-0" HEIGHT - 2X6'S @ 16" O.C. MAXIMUM 20'-0" HEIGHT 8. BEARING STUD HEIGHTS: - 2X4'S @ 16" O.C. MAXIMUM 10'-0" HEIGHT - 2X6'S @ 16" O.C. MAXIMUM 16'-0" HEIGHT 9. REFER TO DETAIL 4/SD2 FOR TYPICAL DIAPHRAGM SHEATHING LAYOUT AND NAILING PATTERN. 10.DOUBLE TOP PLATE AT ALL SHEAR WALL LINES SHALL BE SPLICED PER DETAIL 2/SD2 . 11.PROVIDE 2X BLK'G @ 8'-0" O.C. FOR CEILING JOIST. FRAMING NOTES FRAMING LEGEND FRAMING SCHEDULE SYMBOL SIZE & SPACING RR1 2X6 - RAFTERS @ 16" O.C. RR2 2X6 - RAFTERS @ 24" O.C. CJ 2X6 - CEILING JOIST @ 16" O.C. CJ1 2X6 - CEILING JOIST @ 24" O.C. DESCRIPTION MATERIAL SIZE EDGE NAILING 1,2 FIELD 6 8d 10d 6" 6" 4" 12" 12" 12" 6"12" 8" 10" 48" 36" 24" SHEAR WALL SCHEDULE FOOTNOTES: 1.ALL NAILS TO BE COMMON NAILS. 1.5" PENETRATION IN FRAMING MEMBER OR BLOCKING 2.SOLID BLOCKING SHALL BE PROVIDED AT ALL EDGES AND HORIZONTAL JOINTS. 3.SHT'G APPLIED TO BOTH SIDES SHALL BE OFFSET OR FRAMING SHALL BE 3X AND NAILS ON EACH SIDE SHALL BE STAGGERED. 4.STAGGER NAILS 1/2" & SHT'G. ONE SIDE ONLY. 5.SHEETS SHALL NOT BE LESS THAN 4FT X 8FT, EXCEPT AT BOUNDARIES AND CHANGES WHERE SHEET SHALL BE 24" MINIMUM. 6.3" X 3" X 0.229" SQUARE PLATE WASHERS SHALL BE USED WITH ALL ANCHOR BOLTS. 12"6"16" LTP4 OR A35 16" 12" 10" 8" P 8d 6"12"6"16"--32" 12"--4"12"6" 4" 3/8" PLYWD/OSB, STRUCT. I W/ 8d @ 6", 12", BLOCKED 15/32" PLYWD/OSB, STRUCT. I W/ 10d @ 6", 12", BLOCKED 15/32" PLYWD/OSB, STRUCT. I W/ 10d @ 4", 12", BLOCKED 15/32" PLYWD/OSB, STRUCT. I W/ 10d @ 3", 12", BLOCKED 15/32" PLYWD/OSB, STRUCT. I W/ 10d @ 2", 12", BLOCKED SIMP. SDS 1/4"Ø X 6" 16d A.B.'S 5/8" SHEAR SEISMIC / WIND CONFORMING TO ANSI/AF&PA, SDPWS 2021/CBC 2022 3" STAGG. 2" STAGG. PANEL JOINT SILL 2X 2X 2X 2X 2X 2X 2X 2X SILL TO RIM/BLK'G RIM/BLK'G TO TOP PLATE SILL TO FOUND. A B C D E 10d 10d 10d X FRAMING 3" STAGG. 2" STAGG. 2,5 4 4 4 4 72" 2X 3X 3X 3X 200 / 280 plf 340 / 476 plf 665 / 931 plf 870 / 1218 plf 510 / 714 plf 3/8" CDX (EXTERIOR NON-SHEARWALL) X 4X6 CJ RR X SDX INDICATES ROOF RAFTERS, SEE FRAMING SCHEDULE INDICATES CEILING JOISTS, SEE FRAMING SCHEDULE DETAIL NUMBER DETAIL SHEET NUMBER BEAM NUMBER, REFER TO CALCULATIONS. INDICATES BEAM SIZE (DFL HEADER/DROP) U.N.O. EXISTING WALL TO BE REMOVED EXISTING WALL TO REMAIN NEW WALL CALIFORNIA FRAMING, SEE DETAIL 10/SD2 H. HEADER R.B. RIDGE BEAM BEAM TYPE Scale: 3/16" = 1'-0" 1ST FLOOR PLAN / ROOF FRAMING PLAN1 UNBLOCKED DIAPHRAGM (180/240 PLF) 15/32" WOOD STRUCTURAL PANEL SHTG, 32/16 8d NAILING, 1.5" PENETRATION INTO FRAMING 6" O.C.BOUNDARY 12" O.C.FIELD ROOF DIAPHRAGM (U.N.O.) S2 2 22 2 2 2 2 2 2710 N Laird St & 2209 W Laramore Ln10/7/2024 FOUNDATION & FRAMING DETAILS SD1 RE S T R I C T I V E N O T I C E DA T E RE V I S I O N S SHEET SHEET DESCRIPTION STAMP NO : 8/1/24 LE A D D I T I O N & D E T A C H E D A D U DATE: 22 0 9 W . L A R A M O R E L N . SA N T A A N A , C A 9 2 7 0 6 TH E S E D E S I G N S , D R A W I N G S , A N D SP E C I F I C A T I O N S A R E E X C L U S I V E T O GE T S T R U C T U R A L T H E S E D R A W I N G S CA N N O T B E C O P I E D , T R A N S F E R R E D , O R RE P R O D U C E D N O R C A N A N Y O T H E R ST R U C T U R E S B E B U I L T F R O M T H E M WI T H O U T W R I T T E N C O N S E N T RE V I S I O N S 30 0 0 E . B I R C H S T R E E T SU I T E 2 0 3 BR E A , C A 9 2 8 2 1 TE L : ( 9 0 9 ) 5 6 9 - 1 8 8 6 in f o @ G e t S t r u c t u r a l . c o m 2 JOB: R23-0943 PHONG TR UONG STATE OF CALIFORNIA REGISTERED PROFESSIONAL ENGINEER NO. C70784 EXP. 06/30/2025 CIV IL 2 08 / 0 1 / 2 0 2 4 PL A N C H E C K 2 1 2 3 4 5 6 7 8 9 10 11 12 13 HDU 5" MIN. 16 " MI N . RE T U R N 3" CL R . le 1 3/4" MIN. E E le 18" 18 " 1.REBAR PER TABLE, CENTERED @ "HD" (BEND REBAR @ CORNER). FOR COND. B, LOCATE TOP REBAR 3" TO 5" FROM TOP OF CONCRETE. 2.EDGE OF DEEPENED SLAB/FTG FOR HOLDOWN @ INT. SHEAR WALL. 3.CONCRETE STEM/FOOTING WIDTH (8" MIN. FOR 7/8"Ø BOLT, 6" MIN. FOR 5/8"Ø BOLT) ENTIRE EMBED. LENGTH. 4.SS BOLTS PER SCHEDULE. 5.FTG WIDTH (13" FOR 7/8"Ø BOLT, 9" FOR 5/8"Ø BOLT). 6.EXTERIOR FOOTING EDGE. 7.CONCRETE CORNER. 8.CONCRETE END. 9.DEEPEND FOOTING AS REQUIRED TO ENSURE PROPER EMBEDMENT 10.USE 16D SINKER NAILS. (0.148"X3 1/4"). NOTES: - SEE PLANS FOR HOLDOWN TYPES. - SEE DETAIL #1 FOR LEGEND & INFORMATION NOT SHOWN. - REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION INFORMATION NOT SHOWN. - WHEN 3-2X MEMBER IS USED FOR HDQ8 & HDU, 1/4"Øx4 1/2" SDS SCREWS SHOULD BE USED. SIMPSON HOLDOWN SB BOLTS #4 BAR X 8'-0" CENTERED @ HD*le (in.) IN LIEU OF #4 USE #5 BAR X 8'-0" CENTERED @ HD * HDU2 SS5/8x24 (2) TOP & BOT.(1) TOP & (1) BOT. HDU4 (2) TOP & BOT.(1) TOP & (1) BOT. HDU5 / HTT5 (2) TOP & BOT.(1) TOP & (1) BOT. HDU8 / HDQ8 (2) TOP & BOT.(1) TOP & (1) BOT. *CONT. FOOTING REINFORCEMENT CAN BE COUNTED AS PART OF REBAR REQUIREMENT IF BAR SIZE ARE SAME AS THOSE REQUIRED PER SCHEDULE; OTHERWISE, BARS PER SCHEDULE ARE ADDITIONAL. SB BOLTS INSTALLATION @ SW @ EXT. FOOTING SB BOLT INSTALLATION @ SW @ INT. FTG/SLAB PLAN VIEW SB @ CONC. CORNER PLAN VIEW SB @ CONC. END 1 2 5 3 4 9 6 4 1 7 4 8 5" MIN. 3" CL R . 24" NOTES: -4x4 POSTS CAN BE REPLACED W/ 2-2x4 AS LONG AS NAILS ARE MAINTAINED W/ MIN. EDGE DISTANCE AS REQUIRED BY THE MANUF. SPEC. & S.W. EDGE NAILS STAGGERED ON BOTH STUDS. -FOR NON-MONOPOUR FOUNDATIONS, USE (2) #5 DOWELS PER EACH SB BOLT, PLACED WITHIN 2" FROM THE BOLT. HOLD DOWN 8"8" E-E SECTION le 3" CL R . 9 9 SS5/8x24 SS5/8x24 SS7/8x24 24" 24" 24" BEND LAP SPLICE STIRRUP TIE OR HOOK NOTES: CROSSTIE WIRE TIE END D D 90° BEND R 180° BEND R12 " 4 db 2 1 2" MIN. 6 d b 4" M I N . 6db 3" M I N . * INCREASE LENGTH BY 30% FOR TOP BARS (HORIZONTAL BARS SO PLACED THAT MORE THAN 12" OF FRESH CONC. IS CAST IN THE MEMBER BELOW, EXCLUDE WALLS) DE T A I L I N G DI M E N S I O N DE T A I L I N G DI M E N S I O N 6 d b 4" M I N . 12 d b F O R # 6 T H R U # 8 3" M I N " D= 4db FOR #3 THRU #5 D= 6db FOR #6 THRU #8 8db 8db 48 db R= 3db FOR #3 THRU #8 R= 4db FOR #9 THRU #11 R= 5db FOR #14 THRU #18 TYPICAL REBAR DETAIL 1.PUT CROSSTIE W/ EACH STIRRUP ALT. 135° BENDS (90° FOR CIRCULAR TIE) 2.ALL BENDS SHALL BE MADE COLD SINGLE LAYER INTERSECTION & CORNER L L L L L L L L L L = 30 BAR DIAM. MIN. IN CONCRETE. 40 BAR DIAM. MIN. IN MASONRY. DOUBLE LAYER INTERSECTION & CORNER CONCRETE FOOTING INTERSECTION REINF. MAY BE CONT. OR ADD BARS WITH SAME SIZE & SPACING AS WALL/FOOTING REINF. HDU 5" MIN. 16 " MI N . RE T U R N 3" CL R . le 1 3/4" MIN. E E le 18" 18 " 1.REBAR PER TABLE, CENTERED @ "HD" (BEND REBAR @ CORNER). FOR COND. B, LOCATE TOP REBAR 3" TO 5" FROM TOP OF CONCRETE. 2.EDGE OF DEEPENED SLAB/FTG FOR HOLDOWN @ INT. SHEAR WALL. 3.CONCRETE STEM/FOOTING WIDTH (8" MIN. FOR 7/8"Ø BOLT, 6" MIN. FOR 5/8"Ø BOLT) ENTIRE EMBED. LENGTH. 4.SS BOLTS PER SCHEDULE. 5.FTG WIDTH (13" FOR 7/8"Ø BOLT, 9" FOR 5/8"Ø BOLT). 6.EXTERIOR FOOTING EDGE. 7.CONCRETE CORNER. 8.CONCRETE END. 9.DEEPEND FOOTING AS REQUIRED TO ENSURE PROPER EMBEDMENT 10.USE 16D SINKER NAILS. (0.148"X3 1/4"). NOTES: - SEE PLANS FOR HOLDOWN TYPES. - SEE DETAIL #1 FOR LEGEND & INFORMATION NOT SHOWN. - REFER TO MANUFACTURER SPECIFICATIONS FOR INSTALLATION INFORMATION NOT SHOWN. - WHEN 3-2X MEMBER IS USED FOR HDQ8 & HDU, 1/4"Øx4 1/2" SDS SCREWS SHOULD BE USED. SIMPSON HOLDOWN SB BOLTS #4 BAR X 8'-0" CENTERED @ HD*le (in.) HDU2 SS5/8x24 (2) TOP & BOT. HDU4 (2) TOP & BOT. HDU5 / HTT5 (2) TOP & BOT. HDU8 / HDQ8 (2) TOP & BOT. *CONT. FOOTING REINFORCEMENT CAN BE COUNTED AS PART OF REBAR REQUIREMENT IF BAR SIZE ARE SAME AS THOSE REQUIRED PER SCHEDULE; OTHERWISE, BARS PER SCHEDULE ARE ADDITIONAL. SB BOLTS INSTALLATION @ SW @ EXT. FOOTING SB BOLT INSTALLATION @ SW @ INT. FTG/SLAB PLAN VIEW SSTB @ CONC. CORNER PLAN VIEW SSTB @ CONC. END 1 2 5 3 4 9 6 4 1 7 4 8 5" MIN. 3" CL R . 24" NOTES: -4x4 POSTS CAN BE REPLACED W/ 2-2x4 AS LONG AS NAILS ARE MAINTAINED W/ MIN. EDGE DISTANCE AS REQUIRED BY THE MANUF. SPEC. & S.W. EDGE NAILS STAGGERED ON BOTH STUDS. -FOR NON-MONOPOUR FOUNDATIONS, USE (2) #5 DOWELS PER EACH SB BOLT, PLACED WITHIN 2" FROM THE BOLT. HOLD DOWN 8"8" E-E SECTION le 3" CL R . 9 9 SS5/8x24 SS5/8x24 SS7/8x24 24" 24" 24" 3 3 3 1 4 SEE PAD SCHEDULE FOR SIZE & REINF. 6" MIN. 9" MIN.#4 12 " MI N . PAD FOOTING 2 ℄EQ.EQ. 3 4 SEE PAD SCHEDULE FOR SIZE & REINF. 6" MIN. 9" MIN.#4 12 " MI N . ℄EQ.EQ. 5 6" MIN. 6" MIN.1 2 1.POST PER PLAN 2.SIMP. A34, BOTH SIDES 3.(E) CONC. FOOTING 4.#4 DOWELS BENT AS SHOWN @ 12" O.C. (MIN. 2) W/ SIMP. SET-3G EPOXY (ICC-ESR 4057), SPECIAL INSPECTION REQ'D 5.DEMO AND REPLACE [E] SLAB AS NEEDED TO INSTALL UNDERPIN FOOTING. MATCH. EXISTING SLAB REBAR. 6.(E) CONC. SLAB 7.SIMPSON "SET-3G" EPOXY TIE, ESR # 4057 *SPECIAL INSPECTION REQ'D INTERIOR EXTERIOR 6 6 77 7" MI N . 2 4 6 13 4" MIN. ANCHOR BOLT TO [E] FOOTING 18 " V. I . F . 1 3 51.[E] 2X STUDS 2.5/8"Ø A307 THREADED BOLT 3.2X BLK'G BETWEEN STUDS @ LENGHT OF SHEAR WALL W/ (6) 10d @ EACH BLK'G 4.(E) CONC. SLAB 5.SHEAR WALL PER PLAN 6.DRILL 3/4"Ø W/ SIMP. SET-3G ICC 4057. INSTALL IN ACCORDANCE WITH SIMPSON STRONG-TIE RECOMMENDATIONS. SPECIAL INSPECTION REQUIRED 3 2 13 4" MIN. UNDERPINNED HOLD DOWN 5/8" A.B. Dia.Steel F1554 Gr36 Plt. Washer 3/8"x2½"x2½" Holdown HDU5 CAPACITY (lbs) 5645 3"MI N . 5/8" F1554 Gr36 3/8"x2"x2"HDU4 4565 5/8" F1554 Gr36 3/8"x2"x2"HDU2 3075 1 1.THREADED ROD PER TABLE 2.(E) CONC. FOOTING 3.GROUT 7" MI N . 2 4 6 13 4" MIN. ANCHOR BOLT TO [E] FOOTING 24 " V. I . F . 1 3 5 1.[E] 2X STUDS 2.5/8"Ø A307 THREADED BOLT 3.2X BLK'G BETWEEN STUDS @ LENGTH OF SHEAR WALL W/ (6) 10d @ EACH BLK'G 4.(E) CONC. SLAB 5.SHEAR WALL PER PLAN 6.DRILL 3/4"Ø W/ SIMP. SET-3G ICC 4057. INSTALL IN ACCORDANCE WITH SIMPSON STRONG-TIE RECOMMENDATIONS. SPECIAL INSPECTION REQUIRED 3 2 13 4" MIN. UNDERPINNED HOLD DOWN 5/8" A.B. Dia.Steel F1554 Gr36 Plt. Washer 3/8"x2½"x2½" Holdown HDU5 CAPACITY (lbs) 5645 3" MI N . 5/8" F1554 Gr36 3/8"x2"x2"HDU4 4565 5/8" F1554 Gr36 3/8"x2"x2"HDU2 3075 1 1.THREADED ROD PER TABLE 2.(E) CONC. FOOTING 3.GROUT 3" MIN. 14 NOTE: 1.SPRAY BONDING AGENT (INTRALOK OR SIMILAR) AT THE JOINT BETWEEN OLD AND NEW CONCRETE PRIOR TO POURING NEW CONCRETE. 2.IF POST TENSION FOUNDATION: VERIFY W/ POST TENSION ENGINEER FOR LOCATION OF STRANDS WHEN PLACING DOWELS INTO EXISTING P.T. FTG. DO NOT CUT STRANDS. 12"24" 2 1 3 [E] FTG [N] FTG 12"24" [N] FOOTING TO [E] FOOTING 15 ° 1.(E) FOOTING 2.#4 DOWELS 3.5/8"Ø HOLE W/ SIMPSON "SET-3G" EPOXY, ESR-4057 *SPECIAL INSPECTION REQ'D 14 5 3 2 TOP PLATE DRAG DETAIL EXISTING NEW A CS16 11 2" (10) 10d 1705# 11" B CS14 11 2" (13) 10d 2490# 15" C CMSTC16 3" (25) 12d 4690# 20" D CMST14 3"(28) 16d 6475# 26" E CMST12 3" (37) 16d 9215# 33" STRAP CAPACITY MIN. WOOD MEMBER THICKNESS MIN. # OF NAILS @ EACH END MEMBER PER STRAP MIN. END LENGTH HD TYPE 1.DBL. TOP PLATE 2.STRAP PER PLAN 3.2X STUDS 4.[E] DBL. TOP PLATE 5.[E] 2X STUDS 15 8"12" 2 1 3 [N] SLAB TO [E] FOOTING 1.#3 DOWELS @ 24" O.C. 2.7/16" Ø HOLE W/ SIMPSON "SET-3G" EPOXY, ESR-4057 SPECIAL INSPECTION REQ'D 3.[E] CONC. CONC. FOOTING EXTERIOR SLAB TO FOOTING 2" MI N . 6" MIN. 6" MI N . SLAB PER PLAN 6" MIN. EXPANSION JOIST 16 POST 1" S T A N D O F F 71 4" 5" MIN. SIDECOVER (TYP.) 2" T Y P . 3" PE R P L A N 18 " ( M I N . ) 11 2" TY P . SIMPSON MPBZ MOMENT POST BASE A A SIMP. MPBZ #4 HORIZONTAL TIES @ 3" SPACING (SQUARE AND DIAMOND SHAPED TIES) 1'-1" SQUARE (MIN.) 21 2" EXTENSION AT TIE HOOK (1 2" CLEAR FROM MPBZ) (8) #4 VERTICAL REBAR AT 6" ON CENTER 3" EXTENSION AT TIE HOOK (TYP) SECTION A REINF., SEE PAD SCHEDULE ON FOUNDATION PLAN PER PLAN 18" MIN. 24" MIN. DIAMETER 17 SO I L : 8 " M I N . CO N C . : 4 " M I N . W 7" MI N . EM B E D 1.2X STUD WALL 2.SHEAR WALL AS OCCURS, SEE PLAN AND SHEAR WALL SCHEDULE 3.P.T.D.F. SILL PLATE W/ 5/8"Ø ANCHOR BOLTS PER SHEAR WALL SCHEDULE, (2) BOLTS PER PIECE WITH (1) BOLT LOCATED NOT MORE THAT 12" OR LESS THAN 7db. FROM EACH END AND/OR SPLICE OF THE PIECE. 4.(2) #4 BARS, TOP AND BOTTOM 5.#3 DOWELS @ 18" O.C. FOR 2 POURS 6.SLAB PER PLAN 7.SUBGRADE AND VAPOR BARRIER PER PLAN 8.SCREED @ STUCCO FINISH D 2 1 15" 12" 18" 18" FOOTING DIMENSIONS # OF STORIES W WIDTH D DEPTH 1 2 3 4 6 5 7 8 7" FO R 2 PO U R S ON L Y FOOTING DETAIL D W 4 INTERIOR FOOTING DETAIL 2 1 15" 12" 18" 18" FOOTING DIMENSIONS # OF STORIES W WIDTH D DEPTH 1.2X STUD WALL 2.SHEAR WALL AS OCCURS, SEE PLAN AND SHEAR WALL SCHEDULE 3.P.T.D.F. SILL PLATE W/ 5/8"Ø ANCHOR BOLTS PER SHEAR WALL SCHEDULE, (2) BOLTS PER PIECE WITH (1) BOLT LOCATED NOT MORE THAT 12" OR LESS THAN 7D/B. FROM EACH END AND/OR SPLICE OF THE PIECE. 4.(2) #4 BARS, TOP AND BOTTOM 5.#3 DOWELS @ 18" O.C. FOR 2 POURS 6.SLAB PER PLAN 7.SUBGRADE AND VAPOR BARRIER PER PLAN 7" FO R 2 PO U R S ON L Y 7" MI N . EM B E D 12 3 5 7 6 18 2 NOTES: EXTERIORINTERIOR SEE PLANS 1 2 3 3 1 FACE OF STUD NOTES: - SEE DETAIL #1 FOR INFORMATION NOT SHOWN - 4x4 POSTS CAN BE REPLACED WITH 2-2x4 AS LONG AS NAILS ARE MAINTAINED WITH MIN. EDGE DISTANCE AS REQUIRED BY THE SPEC. & S.W. EDGE NAILS STAGG ON BOTH STUDS. 1.CENTERLINE OF POST AND PAD FOOTING 2.POST IN WALL OR USE COLUMN BASE, SEE PLAN 3.PAD REINFORCEMENT, SEE PLANS SEE PLANS PAD FOOTING DETAIL 2 12 3 4 6 5 7 8 7" FO R 2 PO U R S ON L Y GRADE BEAM DETAIL 7" MI N . EM B E D 24 d b 4 SE E P L A N S SEE PLANS 10 9 ℄ 1.2X STUD WALL 2.SHEAR WALL AS OCCURS, SEE PLAN AND SHEAR WALL SCHEDULE 3.P.T.D.F. SILL PLATE W/ 5/8"Ø ANCHOR BOLTS PER SHEAR WALL SCHEDULE, (2) BOLTS PER PIECE WITH (1) BOLT LOCATED NOT MORE THAT 12" OR LESS THAN 7db. FROM EACH END AND/OR SPLICE OF THE PIECE. 4.LONGITUDINAL BARS, SEE FOUNDATION PLAN SIZE AND QUANTITY 5.#3 DOWELS @ 24" O.C. FOR 2 POURS 6.SLAB PER PLAN 7.SUBGRADE AND VAPOR BARRIER PER PLAN 8.SCREED @ STUCCO FINISH 9.GRADE BEAM SIZE PER PLAN 10.#4 STIRRUPS, SEE FOUNDATION PLAN FOR SPACING 2 2710 N Laird St & 2209 W Laramore Ln10/7/2024 13 1 4" C L R . 1 4" C L R . 1 2 3 4 5 NON-BEARING WALL *PROVIDE ANCHOR 6" FROM ALL CORNERS AND SPLICES. ALL INTERIOR NON-SHEAR WALLS TO BE SECURED WITH ICC-ESR APPROVED SHOT PINS WITH CADMIUM WASHERS AT 32" O.C. PER MANUF. SPECS., U.N.O. 6 1.SIMPSON "DTC" @ 48" O.C. MAX. 2.2X BLK'G @ 48" O.C. W/ (3) 16d @ EA. END 3.JOIST OR TRUSS BOT. CHORD 4.NON-BRG WALL 5.*3" RAMSET @ 32" O.C. (ICC 1799) 6.CONC. SLAB PER PLAN FRAMING DETAILS SD2 RE S T R I C T I V E N O T I C E DA T E RE V I S I O N S SHEET SHEET DESCRIPTION STAMP NO : 8/1/24 LE A D D I T I O N & D E T A C H E D A D U DATE: 22 0 9 W . L A R A M O R E L N . SA N T A A N A , C A 9 2 7 0 6 TH E S E D E S I G N S , D R A W I N G S , A N D SP E C I F I C A T I O N S A R E E X C L U S I V E T O GE T S T R U C T U R A L T H E S E D R A W I N G S CA N N O T B E C O P I E D , T R A N S F E R R E D , O R RE P R O D U C E D N O R C A N A N Y O T H E R ST R U C T U R E S B E B U I L T F R O M T H E M WI T H O U T W R I T T E N C O N S E N T RE V I S I O N S 30 0 0 E . B I R C H S T R E E T SU I T E 2 0 3 BR E A , C A 9 2 8 2 1 TE L : ( 9 0 9 ) 5 6 9 - 1 8 8 6 in f o @ G e t S t r u c t u r a l . c o m 2 JOB: R23-0943 PHONG TR UONG STATE OF CALIFORNIA REGISTERED PROFESSIONAL ENGINEER NO. C70784 EXP. 06/30/2025 CIV IL 2 08 / 0 1 / 2 0 2 4 PL A N C H E C K 2 1 2 3 4 5 6 7 8 9 10 11 12 SHEAR WALL 24" MIN. PLATE LINE PLA T E L I N E PLATE LINE PLA T E L I N E PLATE LINE PLA T E L I N E PLATE LINE PLA T E L I N E PLATE LINE PLA T E L I N E PLATE LINE PLA T E L I N E NOTES: ·PROVIDE 3 8" EDGE DISTANCE FOR NAILS; ·PROVIDE MIN. 2X BLK'G. @ ALL PLYWOOD EDGES OR AS NOTED IN SHEAR SCHEDULE; ·STAGGER NAILS THAT ARE SPACED 2" O.C.; ·FOR SPECIFIC SHEARWALL CONDITIONS SEE PLAN & SCHEDULE; ·NO CUTS OR HOLES IN SHEATHING WITHIN 16" OF CORNERS; ·MAX. ACCUMULATED LENGTH OF OPENINGS SHALL NOT EXCEED 20% OF THE WALL LENGTH. MAX. LENGTH OF EA. OPENING IS 4-1 2" IN ANY DIRECTION. 1.SHEAR WALL INDICATED ON PLANS AND SCHEDULE 2.EDGE NAIL (E.N.) SHEAR PANEL TO ALL PANEL EDGES 3.FIELD NAIL @ 12" O.C. 4.POST PER PLAN. EDGE NAIL (E.N.) SHEAR PANEL TO POST 5.INSTALL HOLDOWN ON POST 6.TRIMMER WHERE OCCURS 7.SIMPSON LTP4 (OR A35) @ 24" O.C. OR SEE SHEAR WALL SCHEDULE FOR SPACING 8.ROOF RAFTER AND BLOCKING 9.3X MUDSILL 10.2X4 FLAT BLOCK NAILING FOR HORIZONTAL JOINTS 1 2 2 3 44 5 6 7 PLATE LINE PLA T E L I N E PLATE LINE PLA T E L I N E PLATE LINE PLA T E L I N E PLATE LINE PLA T E L I N E 8 99 41 2" MAX. 41 2" MA X . CORNERS TO BE ROUND NO OVERCUTS 16" MIN. FROM ANY PANEL EDGE OPENING LIMITS 1 2" 1 2" 1 2"3" ³ X 3 4" 3 4"X > 3" EDGE NAILING SPACING =< 3" EDGE NAILING SPACING > 3" SILL NAILING 18" MAX. 3 8" 1 2" 3 8" 21 2" MIN. 3 8" 3 8" 3 8" 3 8" EDGE NAILING SPACING < 4"EDGE NAILING SPACING >= 4" 11 2" PANEL JOINT NAILING 16d NAILS, SEE TABLE FOR SPACING, STAGGERED SHEARWALL SPACING A 6" B 6" C 4" D 4" E 3" 16d NAILS, SEE TABLE FOR SPACING, STAGGERED X SH E A R W A L L PE R P L A N POST PER PLAN E.N. E.N. E.N. E.N. E.N. X SH E A R W A L L PE R P L A N X SH E A R W A L L PE R P L A N X SH E A R W A L L PE R P L A N X PER PLAN SHEARWALL X PER PLAN SHEARWALL X PER PLAN SHEARWALL 16d NAILS, SEE TABLE FOR SPACING, STAGGERED X SH E A R W A L L PE R P L A N E. N . X SHEARWALL PER PLAN E.N. POST PER PLAN POST PER PLAN INTERSECTION AND CORNERS 24 " MI N . 10 NOTCH DEPTH STUD SIZE EXT. BRN'G WALL NON-BRN'G WALLS 2X4 7 8"1 7 16" 2X6 1 3 8"2 3 16" BORED HOLES STUD SIZE EXT. BRN'G WALL NON-BRN'G WALLS 2X4 1 3 8"2 1 8" 2X6 2 3 16"3 5 16" 2-2X4 2 1 8"2 1 8" 2-2X6 3 5 16"3 5 16" NOTE: BORED HOLES NOT PERMITTED IN MORE THAN TWO CONSECUTIVE DOUBLE STUDS STUD OU T E R 1 / 3 O F SP A N O N L Y d/4 M A X d M I N . SILL PLATE d BORING, NOTCHES, AND BLOCKING 5/8" MIN. BORE HOLE, SEE TABLE BELOW 1 1 4"X 16 GA STRAP W/ (8) 10d COMMON NAILS AT EACH END AT EACH PLATE 51 2" MAX. 1'-0" MIN. 1'-0" MIN. 2X6 SILL TYP. 2"Ø MAX. BORED HOLENOTCHES MIN. 6'-0" O.C. 2" MA X . 212" MI N . 1 1 4"X 16 GA STRAP W/ (6) 10d COMMON NAILS AT EACH END AT EACH PLATE 3" MAX. 10" MIN. 10" MIN. 2X4 SILL TYP. 13 4""Ø MAX. BORED HOLENOTCHES MIN. 6'-0" O.C. 112" MA X . 112" MI N . NOTES: 1.NOTCHES DEPTH PER DISTANCE FROM SUPPORT DEPTH OF JOIST: D/3 MAX. 1/3 SPAN OF JOIST: D/6 MAX. 2.ALL NOTCHES/BORE TO BE WITHIN 1/3 SPAN FROM SUPPORTS (NOT AT CANTILEVER SUPPORT) 3.MAINTAIN MIN. 6" SPACING BETWEEN ANY NOTCHES/BORED HOLES D MAX. 2" CLEAR, MIN. D/3 JOIST DEPTH MAX. D/3 MAX. D/4 MAX. AT SUPPORT ENDS D/6 MAX. 6" MIN. D/6 MAX. 1/3 MAX SPAN D JOIST PER PLAN 2x BLOCKING, FULL DEPTH (2) 16d OR (3) 8d INTERMEDIATE BLOCKING TYP. AT RIDGE 4'-0" LAP MIN. NOTE: FULLY NAIL STRAP W/ 16d SINKER OR 10d COMMON NAILS SHALL BE STAGGERED & AT LEAST 2 1/4" APART. 2 5 1 TOP PLATE SPLICE 4 1.PLATE TO STUD NAILING PER C.B.C. MIN. REQ'D 2.MIN. (2) ROWS 16d (2) 2x4: TOTAL (44) @ PLATE SPLICES OR BREAKS (2) 2x6: TOTAL (68) @ PLATE SPLICES OR BREAKS 3.LOCATE STUD UNDER SPLICE OR PROVIDE 2X BLK'G. ATTACHED TO ADJACENT STUD W/ (3) 16d NAIL @ SIDE 4.SPLICE TO BE OVER STUD 5.MST72, U.N.O. 3 3 TYPICAL WALL OPENING 1.(2) 16d MIN. (ADD (2) 16d FOR EA. 2" OF ADDITION HEADER DEPTH 2.(1) 2X THRU STUD - OPENING > 6'-0"(2) 2X THRU STUDS - OPENING > 12'-0 (3) 2X THRU STUDS - HEADER HT. > 10'-0"(3) 2X THRU STUDS 3.POST @ HOLDOWNS, SEE PLANS 4.2X STUDS @ 16" O.C. U.N.O. 5.2X WINDOW SILL WHERE OCCURS - OPENING > 6'-0"(2) 2X SILL - SILL HEIGHT > 10'-0" (2) 2X SILL 6.SILL PLATE 7.SIMP. A34 @ OPENING WIDER THAN 6'-0" 8.(2) 2X TOP PLATE 9.HEADER PER TABLE 10.2X TRIMMER - OPENING > 6'-0"(2) 2X TRIMMER - HEADER HT. > 10'-0"(3) 2X THRU STUDS 11.16d @ 12" O.C. STAGGER 12.(4) 8d TOE NAILS 13.KING POST PER PLAN W/ (2) A34, TOP. & BOT. 14.BEAM PER PLAN W/ (2) A34 4'-0"4" 6'-0"4" 8'-0"6" 10'-0"6" 12'-0"8" MIN. NOMINAL HEADER "D" NON-BEARING OPENING WIDTH MAX. HEADER SCHEDULE, U.N.O. NOTE: PROVIDE 2X FIRE STOPS AT CEILING AND @ 8'-0" O.C. VERTICAL 1 2 3 4 6 7 8 9 11 12 1 2 3 45 6 7 8 10 11 7 12 14 13 1 4" 3 8"18" 3 8" 1 4" 11 2" PANEL JOINT NAILING FIELD NAILING CONTINUOUS PANEL EDGE, E.N. PANEL BOUNDARY & BOUNDARY NAILING (B.N.) PANEL EDGE, EDGE NAILING (E.N.) FOR BLOCKED DIAPHRAGM ONLY NOTES: ·STAGGER JOINTS AS SHOWN ·MIN. SIZE OF SHEET SHALL BE 2 FT. X 2 FT. ·NAILS SHALL BE DRIVEN TIGHT BUT SHALL NOT FRACTURE SURFACE OF SHEATHING ·TOLERANCE ON NAILING SHALL BE 3/4" W/ THE AVERAGE NAIL SPACING OVER ANY 4 FT. LENGTH BEING AT LEAST THAT NOTED ON THE PLAN DIRECTION OF FACE GAIN PERPENDICULAR TO SUPPORT 2X FRAMING PER PLAN PANEL BOUNDARY & BOUNDARY NAILING (B.N.) PANEL LAYOUT STAGGER 16" MIN. 24" MIN. 8d: 2X4 MIN. 10d: 3X4 MIN. 3/8" MIN. 3/8" MIN. 1/8" 1/4" MIN. 1/4" MIN. E.N. BLOCKED DIAPHRAGM NAILING 1 7 10 8 10 11 7 1 8 10 11 7 1 9 9 END L E N G T H ENDLENG T H 3 4 1 2 45 END LENGTH 1 7 8 6 A CS16 112" (10) 10d 1705# 11" B CS14 112" (13) 10d 2490# 15" C CMSTC16 3" (25) 12d 4690# 20" D CMST14 3"(28) 16d 6475# 26" E CMST12 3" (37) 16d 9215# 33" STRAP CAPACITY MIN. WOOD MEMBER THICKNESS MIN. # OF NAILS @ EACH END MEMBER PER STRAP MIN. END LENGTH HD TYPE (5) 10d 8"3 (6) 10d 9"4 (11) 12d 10"8 (13) 16d 14"10 (18) 16d 18"15 MINIMUM FASTENERS PER SPLICE MIN. SPLICE LENGTH # OF A35 W/ BLK'G @ TOP PLATE DRAG DETAILS 1 2 4 12 7 1.STRAP, SEE TABLE BELOW 2.DRAG BLK'G, SEE PLAN FOR DRAG LENGTH AND TABLE FOR BLK'G THICKNESS REQ'D 3.ROOF SHT'G. W/ E.N. ALONG LINE OF DRAG 4.JOIST/RAFTER PER PLAN 5.HIP BM. OR TOP CHORD OF HIP TRUSS 6.2X @ 48" O.C., BOTH SIDES OF JOIST 7.DBL. TOP PLATE OR BEAM 8.BEAM PER PLAN 9.SIMPSON EPC, U.N.O. 10.POST PER PLAN 11.2X STUD 12.FULL DEPTH BLK'G W/ A35, SEE TABLE FOR MIN. REQ'D PER STRAP. 13.LUS/HU HANGER PER FRAMING PLAN NOTES 14.VALLEY BEAM 15.FULL DEPTH DRAG BLK'G DRAG BLK'G TO TOP PLATE DRAG BEAM TO TOP PLATEDRAG RAFTER TO TOP PLATE 2 DRAG TOP PLATE TO TOP PLATE 8 13 86 END LENGTH CLEAR SPAN END LENGTH 4 46 1 13 DRAG BEAM TO BEAM 4 6 14 15 4 1 HIP - DRAG RAFTER TO BLK'G VALLEY - DRAG RAFTER TO BLK'G 5 6 3 8 1 4 7 B.N. 2 5 6 3 8 1 4 SHEAR TRANSFER 7 B.N. 2 9 PARALLELPERPENDICULAR 1.RAFTER PER PLAN 2.ROOF SHEATHING 3.LTP4 (OR A35), SEE SHEAR WALL SCHEDULE 4.SHEAR WALL AS OCCURS 5.(8) 10d NAILS 6.DBL. TOP PLATE 7.BEAM AS OCCURS 8.CEILING JOIST PER PLAN 9.CS14 W/ 2X BLK'G FOR 4 BAY MIN, U.N.O. E.N.E.N. 1.CEILING JOIST 2.CALIFORNIA FRAMING, SEE FRAMING NOTES 3.SHEARWALL 4.2X BLK'G 5.2X STUD @ 16" O.C. 6.RAFTER PER PLAN 7.WALL SHEATHING, SAME AS BELOW 8.2X SOLE W/ 16d @ 6" O.C. 9.SIMP A35 @ 16" O.C. 10.RAFTER PER PLAN 11.SIMP A35 @ 16" O.C. 12.DBL TOP PLATE 13.2X LEDGER W/ (3) 16d @ 16" O.C. 14.2X BLK'G @ 48" O.C. E.N. E.N. B. N . 5 12 9 6 9 8 7 10 5 4 3 2 1 SHEAR TRANSFER 13 1414 E.N. 1 4 B.N . B.N . 5 1 2 3 RIDGE SHEAR TRANSFER 1.LSTA30 @ 24" O.C. 2.A35 @ EA JOIST 3.RIDGE BOARD 4.LUS 5.RIDGE BEAM 6.ROOF JOIST 6 6 6 42 B.N . B.N . 6 RIDGE BOARD RIDGE BEAM 4 6 B.N. 5 CALIFORNIA FRAMING 3 1 2 1.RAFTERS PER PLAN 2.ROOF SHEATHING 3.2x RIDGE BOARD 4.CALIFORNIA FRAMING 5.2X CONT. W/ 2-16d @ EACH RAFTER 6.FRAMING PER PLAN 7.2x @ SLEEPER 7 4 B.N.B.N. 1.BEAM PER PLAN 2.SIMP. A34, EACH SIDE, TOP & BOT. 3.POST PER PLAN 4.DBL TOP PLATE 2 1 3 4 HIP BEAM 2 2 4 4 1 PLANSECTION 3 4 6 POST DETAIL 2 1 5 1.BEAM PER PLAN 2.SIMP. EPC 3.POST PER PLAN 4.SIMP. A35, EACH SIDE, TOP & BOT. 5.TOP PLATE OR BEAM PER PLAN 6.POST TO MATCH ABOVE 2710 N Laird St & 2209 W Laramore Ln10/7/2024 FRAMING DETAILS SD3 RE S T R I C T I V E N O T I C E DA T E RE V I S I O N S SHEET SHEET DESCRIPTION STAMP NO : 8/1/24 LE A D D I T I O N & D E T A C H E D A D U DATE: 22 0 9 W . L A R A M O R E L N . SA N T A A N A , C A 9 2 7 0 6 TH E S E D E S I G N S , D R A W I N G S , A N D SP E C I F I C A T I O N S A R E E X C L U S I V E T O GE T S T R U C T U R A L T H E S E D R A W I N G S CA N N O T B E C O P I E D , T R A N S F E R R E D , O R RE P R O D U C E D N O R C A N A N Y O T H E R ST R U C T U R E S B E B U I L T F R O M T H E M WI T H O U T W R I T T E N C O N S E N T RE V I S I O N S 30 0 0 E . B I R C H S T R E E T SU I T E 2 0 3 BR E A , C A 9 2 8 2 1 TE L : ( 9 0 9 ) 5 6 9 - 1 8 8 6 in f o @ G e t S t r u c t u r a l . c o m 2 JOB: R23-0943 PHONG TR UONG STATE OF CALIFORNIA REGISTERED PROFESSIONAL ENGINEER NO. C70784 EXP. 06/30/2025 CIV IL 2 08 / 0 1 / 2 0 2 4 PL A N C H E C K 2 21 22 24 23 1 2 3 2 4 BEAM POCKET 1.BEAM PER PLAN 2.SIMP. A34, EACH SIDE, TOP & BOT. 3.POST PER PLAN 4.SILL PLATE 5.(2) 10D MINIMUM EACH SIDE, ADD (2) 10D FOR EA. 2" OF ADDITION BEAM DEPTH 6.STUD TO COLUMN NAIL, 10D @ 12" O.C. 7.RAFTER PER PLAN 8.LTP4, BOTH SIDES 2 3 2 4 6 5 TAPER CONDITION 1 7 4 1 / 2 " MI N . 3 2 PARALLEL CONDITION PLA T E L I N E PLATE LINE 1 2 3 8 HIP TO POST CONNECTION 1 1 4 5 1.POST PER PLAN, 4X6 MIN. 2.SIMP. HHRC, 3.11K PER HIP 3.HIP BEAM PER PLAN 4.(2) SIMP. A34 5.CEILING BEAM PER PLAN 2 2 3 3 3 PLAN ELEVATION 1 2 SEE TABLE FOR OVERLAP MIN. 56 DRAG DETAIL NOTES: 1.STRAP NAILING AT BLOCKING TO BE @ 4" O.C. MAX. 2.SEE PLANS FOR LENGTH OF BLOCKING A CS16 11 2" (10) 10d 1705# 11" B CS14 11 2" (13) 10d 2490# 15" C CMSTC16 3" (25) 12d 4690# 20" D CMST14 3"(28) 16d 6475# 26" E CMST12 3" (37) 16d 9215# 33" STRAP CAPACITY MIN. WOOD MEMBER THICKNESS MIN. # OF NAILS @ EACH END MEMBER PER STRAP MIN. END LENGTH HD TYPE (5) 10d 8" (6) 10d 9" (11) 12d 10" (13) 16d 14" (18) 16d 18" MINIMUM FASTENERS PER SPLICE MIN. SPLICE LENGTH 1.JOIST/RAFTER PER PLAN 2.4x DEPTH BLK'G, SEE TABLE BELOW FOR MIN. THICKNESS 3.BOUNDARY NAILING PER DIAPHRAGM 4.LOAD BEARING WALL OR CEILING PER PLAN 5.2X FULL DEPTH BLK'G @ 48" O.C., BOTH SIDES OF COLLECTOR BEAM W/ BOUNDARY NAILING 6.COLLECTOR BEAM/LEDGER PER PLAN 5 DRAG JOIST DRAG BLOCKING 3 X 2 B.N.B.N. 1 5 6 2 78 4 9 1.2X4 FLAT AT 24" O.C. 2.(2) 16d SINKER OR SHORT NAILS EACH 2X4 FLAT 3.A35 (OR LTP4) PER SW SCHD, @ 32" O.C. MAX. CLIP CAN BE OMITTED IF SW IS EXTENDED & W/EN. TO RAFTER. 4.SHEAR WALL WHERE OCCURS 5.ROOF RAFTER PER PLAN 6.ROOF SHEATHING 7.2X FULL DEPTH BLOCKING AT 48" OC BETWEEN RIM & 1ST JOIST BOUNDARY NAIL 1TO BLOCKING 8.(3) 8d COMMON TOENAILS BLOCK TO PLATE 9.2X STUD WALL 10.TOP PLATE 11.CEILING JOIST PER PLAN 12.2X LEDGER W/ (2) 1/4" WOOD SCREWS @ 16" O.C., 2.5" MIN. EMBEDMENT 13.SIMP. LUS 3 E.N. 10 3 5 4 6 B.N. 6 SHEAR TRANSFER PARALLEL E.N. 6 9 10 PERPENDICULAR 12 13 11 12 13 11 2 4 3 1 POST TO BEAM 1.BEAM PER PLAN 2.SIMP. ECCQ 3.POST PER PLAN 4.SIMP. CCQ 5.SIMP. CCTQ 6.SIMP. ECCLLQ 7.SIMP. ECCLRQ 5 3 1 6 3 1 7 3 1 25 21 3 FLUSH CEILING JOIST 1.BEAM PER PLAN 2.SIMP. LUS OR EQUIVALENT 3.JOIST PER PLAN 2 3 26 E.N. 9 10 8 2 4 5 3 6 E.N. B.N. B.N. A SHEAR TRANSFER 1 7 11.2X BLK'G @ 48" O.C., 2 BAY MIN. 2.2X R.R. 3.A35 @16" O.C. 4.ROOF SHTH'G CAL. FRAMING 5.ROOF SHEATHING 6.2X SILL W/ 16d @6" O.C. 7.16d @ 6" O.C. 8.2X BLK'G 9.CEILING BEAM PER PLAN 10.SIMPSON LUS HGR 11.CEILING JOIST 11 12 2 11 7 27 2 2 2X BLK'G CEILING JOIST PER PLAN LOAD BEARING WALL OR DROP BEAM LOAD BEARING WALL / DROPBEAM 8" MIN. (9) 10d NAILS AT LAP 28 2 3 11 2"4" 112" 412" 112" 6" 6" 3" MI N . 6" 9" HIP-RIDGE CONNECTION 1.1/4" PLATES, (4) 3/4" MACH. BOLTS W/ NUT & WASHER 2.HIP BEAM PER PLAN 3.RIDGE BEAM PER PLAN (4X10 MIN.) 4.PLATE ON 3 SIDES OF HIP 2 1 1 2 3 PLAN VIEW ELEVATION 14 ALL WELDING TO BE SHOP WELDED BY FABRICATOR REGISTERED. NO SPECIAL INSPECTION REQUIRED PER CBC 1704.2.5.1 1/4 TYP 1/4 TYP 29 2 2710 N Laird St & 2209 W Laramore Ln10/7/2024 2710 N Laird St & 2209 W Laramore Ln10/7/2024 2710 N Laird St & 2209 W Laramore Ln10/7/2024 CHAPTER 4 RESIDENTIAL MANDATORY MEASURES DIVISION 4.1 PLANNING AND DESIGN DIVISION 4.3 WATER EFFICIENCY AND CONSERVATION 4.406 ENHANCED DURABILITY AND REDUCED MAINTENANCE 4.406.1 RODENT PROOFING. Annular spaces around pipes, electric cables, conduits or other openings in sole/bottom plates at exterior walls shall be protected against the passage of rodents by closing such openings with cement mortar, concrete masonry or a similar method acceptable to the enforcing agency. 4.408 CONSTRUCTION WASTE REDUCTION, DISPOSAL AND RECYCLING 4.408.1 CONSTRUCTION WASTE MANAGEMENT. Recycle and/or salvage for reuse a minimum of 65 percent of the non-hazardous construction and demolition waste in accordance with either Section 4.408.2, 4.408.3 or 4.408.4, or meet a more stringent local construction and demolition waste management ordinance. Exceptions: 1. Excavated soil and land-clearing debris. 2. Alternate waste reduction methods developed by working with local agencies if diversion or recycle facilities capable of compliance with this item do not exist or are not located reasonably close to the jobsite. 3. The enforcing agency may make exceptions to the requirements of this section when isolated jobsites are located in areas beyond the haul boundaries of the diversion facility. 4.408.2 CONSTRUCTION WASTE MANAGEMENT PLAN. Submit a construction waste management plan in conformance with Items 1 through 5. The construction waste management plan shall be updated as necessary and shall be available during construction for examination by the enforcing agency. 1. Identify the construction and demolition waste materials to be diverted from disposal by recycling, reuse on the project or salvage for future use or sale. 2. Specify if construction and demolition waste materials will be sorted on-site (source separated) or bulk mixed (single stream). 3. Identify diversion facilities where the construction and demolition waste material collected will be taken. 4. Identify construction methods employed to reduce the amount of construction and demolition waste generated. 5. Specify that the amount of construction and demolition waste materials diverted shall be calculated by weight or volume, but not by both. 4.408.3 WASTE MANAGEMENT COMPANY. Utilize a waste management company, approved by the enforcing agency, which can provide verifiable documentation that the percentage of construction and demolition waste material diverted from the landfill complies with Section 4.408.1. Note: The owner or contractor may make the determination if the construction and demolition waste materials will be diverted by a waste management company. 4.408.4 WASTE STREAM REDUCTION ALTERNATIVE [LR]. Projects that generate a total combined weight of construction and demolition waste disposed of in landfills, which do not exceed 3.4 lbs./sq.ft. of the building area shall meet the minimum 65% construction waste reduction requirement in Section 4.408.1 4.408.4.1 WASTE STREAM REDUCTION ALTERNATIVE. Projects that generate a total combined weight of construction and demolition waste disposed of in landfills, which do not exceed 2 pounds per square foot of the building area, shall meet the minimum 65% construction waste reduction requirement in Section 4.408.1 4.408.5 DOCUMENTATION. Documentation shall be provided to the enforcing agency which demonstrates compliance with Section 4.408.2, items 1 through 5, Section 4.408.3 or Section 4.408.4.. Notes: 1. Sample forms found in "A Guide to the California Green Building Standards Code (Residential)" located at www.hcd.ca.gov/CALGreen.html may be used to assist in documenting compliance with this section. 2. Mixed construction and demolition debris (C & D) processors can be located at the California Department of Resources Recycling and Recovery (CalRecycle). 4.410 BUILDING MAINTENANCE AND OPERATION 4.410.1 OPERATION AND MAINTENANCE MANUAL. At the time of final inspection, a manual, compact disc, web-based reference or other media acceptable to the enforcing agency which includes all of the following shall be placed in the building: 1. Directions to the owner or occupant that the manual shall remain with the building throughout the life cycle of the structure. 2. Operation and maintenance instructions for the following: a. Equipment and appliances, including water-saving devices and systems, HVAC systems, photovoltaic systems, electric vehicle chargers, water-heating systems and other major appliances and equipment. b. Roof and yard drainage, including gutters and downspouts. c. Space conditioning systems, including condensers and air filters. d. Landscape irrigation systems. e. Water reuse systems. 3. Information from local utility, water and waste recovery providers on methods to further reduce resource consumption, including recycle programs and locations. 4. Public transportation and/or carpool options available in the area. 5. Educational material on the positive impacts of an interior relative humidity between 30-60 percent and what methods an occupant may use to maintain the relative humidity level in that range. 6. Information about water-conserving landscape and irrigation design and controllers which conserve water. 7. Instructions for maintaining gutters and downspouts and the importance of diverting water at least 5 feet away from the foundation. 8. Information on required routine maintenance measures, including, but not limited to, caulking, painting, grading around the building, etc. 9. Information about state solar energy and incentive programs available. 10. A copy of all special inspections verifications required by the enforcing agency or this code. 11. Information from the Department of Forestry and Fire Protection on maintenance of defensible space around residential structures. 12. Information and/or drawings identifying the location of grab bar reinforcements. 4.410.2 RECYCLING BY OCCUPANTS. Where 5 or more multifamily dwelling units are constructed on a building site, provide readily accessible area(s) that serves all buildings on the site and are identified for the depositing, storage and collection of non-hazardous materials for recycling, including (at a minimum) paper, corrugated cardboard, glass, plastics, organic waster, and metals, or meet a lawfully enacted local recycling ordinance, if more restrictive. Exception: Rural jurisdictions that meet and apply for the exemption in Public Resources Code Section 42649.82 (a)(2)(A) et seq. are note required to comply with the organic waste portion of this section. DIVISION 4.4 MATERIAL CONSERVATION AND RESOURCE EFFICIENCY DIVISION 4.5 ENVIRONMENTAL QUALITY 4.303 INDOOR WATER USE 4.303.1 WATER CONSERVING PLUMBING FIXTURES AND FITTINGS. Plumbing fixtures (water closets and urinals) and fittings (faucets and showerheads) shall comply with the sections 4.303.1.1, 4.303.1.2, 4.303.1.3, and 4.303.4.4. Note: All noncompliant plumbing fixtures in any residential real property shall be replaced with water-conserving plumbing fixtures. Plumbing fixture replacement is required prior to issuance of a certificate of final completion, certificate of occupancy, or final permit approval by the local building department. See Civil Code Section 1101.1, et seq., for the definition of a noncompliant plumbing fixture, types of residential buildings affected and other important enactment dates. 4.303.1.1 Water Closets. The effective flush volume of all water closets shall not exceed 1.28 gallons per flush. Tank-type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Tank-type Toilets. Note: The effective flush volume of dual flush toilets is defined as the composite, average flush volume of two reduced flushes and one full flush. 4.303.1.2 Urinals. The effective flush volume of wall mounted urinals shall not exceed 0.125 gallons per flush. The effective flush volume of all other urinals shall not exceed 0.5 gallons per flush. 4.303.1.3 Showerheads. 4.303.1.3.1 Single Showerhead. Showerheads shall have a maximum flow rate of not more than 1.8 gallons per minute at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Showerheads. 4.303.1.3.2 Multiple showerheads serving one shower. When a shower is served by more than one showerhead, the combined flow rate of all the showerheads and/or other shower outlets controlled by a single valve shall not exceed 1.8 gallons per minute at 80 psi, or the shower shall be designed to only allow one shower outlet to be in operation at a time. Note: A hand-held shower shall be considered a showerhead. 4.303.1.4 Faucets. 4.303.1.4.1 Residential Lavatory Faucets. The maximum flow rate of residential lavatory faucets shall not exceed 1.2 gallons per minute at 60 psi. The minimum flow rate of residential lavatory faucets shall not be less than 0.8 gallons per minute at 20 psi. 4.303.1.4.2 Lavatory Faucets in Common and Public Use Areas. The maximum flow rate of lavatory faucets installed in common and public use areas (outside of dwellings or sleeping units) in residential buildings shall not exceed 0.5 gallons per minute at 60 psi. 4.303.1.4.3 Metering Faucets. Metering faucets when installed in residential buildings shall not deliver more than 0.2 gallons per cycle. 4.303.1.4.4 Kitchen Faucets. The maximum flow rate of kitchen faucets shall not exceed 1.8 gallons per minute at 60 psi. Kitchen faucets may temporarily increase the flow above the maximum rate, but not to exceed 2.2 gallons per minute at 60 psi, and must default to a maximum flow rate of 1.8 gallons per minute at 60 psi. Note: Where complying faucets are unavailable, aerators or other means may be used to achieve reduction. 4.303.1.4.5 Pre-rinse spray valves. When installed, shall meet the requirements in the California Code of Regulations, Title 20 (Appliance Efficiency Regulations), Sections 1605.1 (h)(4) Table H-2, Section 1605.3 (h)(4)(A), and Section 1607 (d)(7) and shall be equipped with an integral automatic shutoff. FOR REFERENCE ONLY: The following table and code section have been reprinted from the California Code of Regulations, Title 20 (Appliance Efficiency Regulations),Section 1605.1 (h)(4) and Section 1605.3 (h)(4)(A). Title 20 Section 1605.3 (h)(4)(A): Commercial prerinse spray values manufactured on or after January 1, 2006, shall have a minimum spray force of not less than 4.0 ounces-force (ozf)[113 grams-force(gf)] 4.303.2 Submeters for multifamily buildings and dwelling units in mixed-used residential/commercial buildings. Submeters shall be installed to measure water usage of individual rental dwelling units in accordance with the California Plumbing Code. 4.303.3 Standards for plumbing fixtures and fittings. Plumbing fixtures and fittings shall be installed in accordance with the California Plumbing Code, and shall meet the applicable standards referenced in Table 1701.1 of the California Plumbing Code. TABLE - MAXIMUM FIXTURE WATER USE FIXTURE TYPE FLOW RATE SHOWER HEADS (RESIDENTIAL)1.8 GMP @ 80 PSI LAVATORY FAUCETS (RESIDENTIAL)MAX. 1.2 GPM @ 60 PSI MIN. 0.8 GPM @ 20 PSI LAVATORY FAUCETS IN COMMON & PUBLIC USE AREAS 0.5 GPM @ 60 PSI KITCHEN FAUCETS 1.8 GPM @ 60 PSI METERING FAUCETS 0.2 GAL/CYCLE WATER CLOSET 1.28 GAL/FLUSH URINALS 0.125 GAL/FLUSH 4.304 OUTDOOR WATER USE 4.304.1 OUTDOOR POTABLE WATER USE IN LANDSCAPE AREAS. Residential developments shall comply with a local water efficient landscape ordinance or the current California Department of Water Resources' Model Water Efficient Landscape Ordinance (MWELO), whichever is more stringent. NOTES: 1. The Model Water Efficient Landscape Ordinance (MWELO) is located in the California Code Regulations, Title 23, Chapter 2.7, Division 2. MWELO and supporting documents, including water budget calculator, are available at: https://www.water.ca.gov/ ABBREVIATION DEFINITIONS: HCD Department of Housing and Community Development BSC California Building Standards Commission DSA-SS Division of the State Architect, Structural Safety OSHPD Office of Statewide Health Planning and Development LR Low Rise HR High Rise AA Additions and Alterations N New NOTE: THIS TABLE COMPILES THE DATA IN SECTION 4.303.1, AND IS INCLUDED AS A CONVENIENCE FOR THE USER. SECTION 4.102 DEFINITIONS 4.102.1 DEFINITIONS The 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 or channel 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 material shaped in the form of tubes and placed on a downflow slope. Wattles are also used for perimeter and inlet controls. 4.106 SITE DEVELOPMENT 4.106.1 GENERAL. Preservation and use of available natural resources shall be accomplished through evaluation and careful planning to minimize negative effects on the site and adjacent areas. Preservation of slopes, management of storm water drainage and erosion controls shall comply with this section. 4.106.2 STORM WATER DRAINAGE AND RETENTION DURING CONSTRUCTION. Projects which disturb less than one acre of soil and are not part of a larger common plan of development which in total disturbs one acre or more, shall manage storm water drainage during construction. In order to manage storm water drainage during construction, one or more of the following measures shall be implemented to prevent flooding of adjacent 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 disposal method, 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 of development 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 water flows to keep water from entering buildings. Examples of methods to manage surface water include, but are not limited to, the following: 1. Swales 2. Water collection and disposal systems 3. French drains 4. Water retention gardens 5. 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 or 4.106.4.2 to facilitate future installation and use of EV chargers. Electric vehicle supply equipment (EVSE) shall be installed in accordance with the California 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 local utility power supply or the local utility is unable to supply adequate power. 1.2 Where there is evidence suitable to the local enforcing agency substantiating that additional local utility infrastructure design requirements, directly related to the implementation of Section 4.106.4, may adversely impact the construction cost of the project. 2. Accessory Dwelling Units (ADU) and Junior Accessory Dwelling Units (JADU) without additional parking facilities. 4.106.4.1 New one- and two-family dwellings and townhouses with attached private garages. For each dwelling unit, install a listed raceway to accommodate a dedicated 208/240-volt branch circuit. The raceway shall not be less than trade size 1 (nominal 1-inch inside diameter). The raceway shall originate at the main service or subpanel and shall terminate into a listed cabinet, box or other enclosure in close proximity to the proposed location of an EV charger. Raceways are required to be continuous at enclosed, inaccessible or concealed areas and spaces. The service panel and/or subpanel shall provide capacity to install a 40-ampere 208/240-volt minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit overcurrent protective device. Exemption: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is installed in close proximity to the proposed location of an EV charger at the time of original construction in accordance with the California Electrical Code. 4.106.4.1.1 Identification. The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future EV charging as "EV CAPABLE". The raceway termination location shall be permanently and visibly marked as "EV CAPABLE". 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 contained in this code. Voluntary green building measures are also included in the application checklists and may be included in the design and construction of structures 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 or alterations 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. The mandatory provision of Section 4.106.4.2 may apply to additions or alterations of existing parking facilities or the addition of new parking facilities serving existing multifamily buildings. See Section 4.106.4.3 for application. Note: Repairs including, but not limited to, resurfacing, restriping and repairing or maintaining existing lighting fixtures are not considered alterations for the purpose of this section. Note: On and after January 1, 2014, residential buildings undergoing permitted alterations, additions, or improvements shall replace noncompliant plumbing fixtures with water-conserving plumbing fixtures. Plumbing fixture replacement is required prior to issuance of a certificate of final completion, certificate of occupancy or final permit approval by the local building department. See Civil Code Section 1101.1, et seq., for the definition of a noncompliant plumbing fixture, types of residential buildings affected and other important enactment dates. 301.2 LOW-RISE AND HIGH-RISE RESIDENTIAL BUILDINGS. [HCD] The provisions of individual sections of CALGreen may apply to either low-rise residential buildings high-rise residential buildings, or both. Individual sections will be designated by banners to indicate where the section applies specifically to low-rise only (LR) or high-rise only (HR). When the section applies to both low-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 the specific green building measures applicable to each specific occupancy. Exceptions: 1. [HCD] Accessory structures and accessory occupancies serving residential buildings shall comply with Chapter 4 and Appendix A4, as applicable. 2. [HCD] For purposes of CALGreen, live/work units, complying with Section 419 of the California Building Code, shall not be considered mixed occupancies. Live/Work units shall comply with Chapter 4 and Appendix A4, as applicable. 4.106.4.2 New multifamily dwellings, hotels and motels and new residential parking facilities. When parking is provided, parking spaces for new multifamily dwellings, hotels and motels shall meet the requirements of Sections 4.106.4.2.1 and 4.106.4.2.2. Calculations for spaces shall be rounded up to the nearest whole number. A parking space served by electric vehicle supply equipment or designed as a future EV charging space shall count as at least one standard automobile parking space only for the purpose of complying with any applicable minimum parking space requirements established by a local jurisdiction. See Vehicle Code Section 22511.2 for further details. 4.106.4.2.1Multifamily development projects with less than 20 dwelling units; and hotels and motels with less than 20 sleeping units or guest rooms. The number of dwelling units, sleeping units or guest rooms shall be based on all buildings on a project site subject to this section. 1.EV Capable. Ten (10) percent of the total number of parking spaces on a building site, provided for all types of parking facilities, shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2 EVSE. Electrical load calculations shall demonstrate that the electrical panel service capacity and electrical system, including any on-site distribution transformer(s), have sufficient capacity to simultaneously charge all EVs at all required EV spaces at a minimum of 40 amperes. The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code. Exceptions: 1.When EV chargers (Level 2 EVSE) are installed in a number equal to or greater than the required number of EV capable spaces. 2.When EV chargers (Level 2 EVSE) are installed in a number less than the required number of EV capable spaces, the number of EV capable spaces required may be reduced by a number equal to the number of EV chargers installed. Notes: a.Construction documents are intended to demonstrate the project’s capability and capacity for facilitating future EV charging. b.There is no requirement for EV spaces to be constructed or available until receptacles for EV charging or EV chargers are installed for use. 2.EV Ready. Twenty-five (25) percent of the total number of parking spaces shall be equipped with low power Level 2 EV charging receptacles. For multifamily parking facilities, no more than one receptacle is required per dwelling unit when more than one parking space is provided for use by a single dwelling unit. Exception: Areas of parking facilities served by parking lifts. 4.106.4.2.2 Multifamily development projects with 20 or more dwelling units, hotels and motels with 20 or more sleeping units or guest rooms. The number of dwelling units, sleeping units or guest rooms shall be based on all buildings on a project site subject to this section. 1.EV Capable. Ten (10) percent of the total number of parking spaces on a building site, provided for all types of parking facilities, shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2 EVSE. Electrical load calculations shall demonstrate that the electrical panel service capacity and electrical system, including any on-site distribution transformer(s), have sufficient capacity to simultaneously charge all EVs at all required EV spaces at a minimum of 40 amperes. The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code. Exception: When EV chargers (Level 2 EVSE) are installed in a number greater than five (5) percent of parking spaces required by Section 4.106.4.2.2, Item 3, the number of EV capable spaces required may be reduced by a number equal to the number of EV chargers installed over the five (5) percent required. Notes: a.Construction documents shall show locations of future EV spaces. b.There is no requirement for EV spaces to be constructed or available until receptacles for EV charging or EV chargers are installed for use. 2.EV Ready. Twenty-five (25) percent of the total number of parking spaces shall be equipped with low power Level 2 EV charging receptacles. For multifamily parking facilities, no more than one receptacle is required per dwelling unit when more than one parking space is provided for use by a single dwelling unit. Exception: Areas of parking facilities served by parking lifts. 3.EV Chargers. Five (5) percent of the total number of parking spaces shall be equipped with Level 2 EVSE. Where common use parking is provided, at least one EV charger shall be located in the common use parking area and shall be available for use by all residents or guests. When low power Level 2 EV charging receptacles or Level 2 EVSE are installed beyond the minimum required, an automatic load management system (ALMS) may be used to reduce the maximum required electrical capacity to each space served by the ALMS. The electrical system and any on-site distribution transformers shall have sufficient capacity to deliver at least 3.3 kW simultaneously to each EV charging station (EVCS) served by the ALMS. The branch circuit shall have a minimum capacity of 40 amperes, and installed EVSE shall have a capacity of not less than 30 amperes. ALMS shall not be used to reduce the minimum required electrical capacity to the required EV capable spaces. 4.106.4.2.2.1 Electric vehicle charging stations (EVCS). Electric vehicle charging stations required by Section 4.106.4.2.2, Item 3, shall comply with Section 4.106.4.2.2.1. Exception: Electric vehicle charging stations serving public accommodations, public housing, motels and hotels shall not be required to comply with this section. See California Building Code, Chapter 11B, for applicable requirements. 4.106.4.2.2.1.1 Location. EVCS shall comply with at least one of the following options: 1.The charging space shall be located adjacent to an accessible parking space meeting the requirements of the California Building Code, Chapter 11A, to allow use of the EV charger from the accessible parking space. 2.The charging space shall be located on an accessible route, as defined in the California Building Code, Chapter 2, 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 4.106.4.2.2.1.1 and Section 4.106.4.2.2.1.2, Item 3. 4.106.4.2.2.1.2 Electric vehicle charging stations (EVCS) dimensions. The charging spaces shall be designed to comply with the following: 1.The minimum length of each EV space shall be 18 feet (5486 mm). 2.The minimum width of each EV space shall be 9 feet (2743 mm). 3.One in every 25 charging spaces, but not less than one, shall also have an 8-foot (2438 mm) wide minimum aisle. A 5-foot (1524 mm) wide minimum aisle shall be permitted provided the minimum width of the EV space is 12 feet (3658 mm). a.Surface slope for this EV space and the aisle shall not exceed 1 unit vertical in 48 units horizontal (2.083 percent slope) in any direction. 4.106.4.2.2.1.3 Accessible EV spaces. In addition to the requirements in Sections 4.106.4.2.2.1.1 and 4.106.4.2.2.1.2, all EVSE, when installed, shall comply with the accessibility provisions for EV chargers in the California Building Code, Chapter 11B. EV ready spaces and EVCS in multifamily developments shall comply with California Building Code, Chapter 11A, Section 1109A. 4.106.4.2.3 EV space requirements. 1.Single EV space required. Install a listed raceway capable of accommodating a 208/240-volt dedicated branch circuit. The raceway shall not be less than trade size 1 (nominal 1-inch inside diameter). The raceway shall originate at the main service or subpanel and shall terminate into a listed cabinet, box or enclosure in close proximity to the location or the proposed location of the EV space. Construction documents shall identify the raceway termination point, receptacle or charger location, as applicable. The service panel and/ or subpanel shall have a 40-ampere minimum dedicated branch circuit, including branch circuit overcurrent protective device installed, or space(s) reserved to permit installation of a branch circuit overcurrent protective device. Exception: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is installed in close proximity to the location or the proposed location of the EV space, at the time of original construction in accordance with the California Electrical Code. 2.Multiple EV spaces required. Construction documents shall indicate the raceway termination point and the location of installed or future EV spaces, receptacles or EV chargers. Construction documents shall also provide information on amperage of installed or future receptacles or EVSE, raceway method(s), wiring schematics and electrical load calculations. Plan design shall be based upon a 40-ampere minimum branch circuit. Required raceways and related components that are planned to be installed underground, enclosed, inaccessible or in concealed areas and spaces shall be installed at the time of original construction. SECTION 4.501 GENERAL 4.501.1 Scope The provisions of this chapter shall outline means of reducing the quality of air contaminants that are odorous, irritating and/or harmful to the comfort and well being of a building's installers, occupants and neighbors. SECTION 4.502 DEFINITIONS 5.102.1 DEFINITIONS The 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, fixtures and 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. A fuel-burning appliance with a sealed combustion system that draws all air for combustion from the outside atmosphere and discharges all flue gases to the outside atmosphere. 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/AYN/AYN/AYN/A RESPON. PARTY RESPON. PARTY RESPON. PARTY RESPON. PARTY 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE RESIDENTIAL MANDATORY MEASURES, SHEET 1 (January 2023)Y = YES N/A =NOT APPLICABLE RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER, OWNER, CONTRACTOR, INSPECTOR ETC.) 4.201 GENERAL 4.201.1 SCOPE. For the purposes of mandatory energy efficiency standards in this code, the California Energy Commission will continue to adopt mandatory standards. DIVISION 4.2 ENERGY EFFICIENCY TABLE H-2 STANDARDS FOR COMMERCIAL PRE-RINSE SPRAY VALUES MANUFACTURED ON OR AFTER JANUARY 28, 2019 PRODUCT CLASS [spray force in ounce force (ozf)]MAXIMUM FLOW RATE (gpm) Product Class 1 (≤1.00 Product Class 2 (> 5.0 ozf and ≤1.20 Product Class 3 (> 8.0 ozf)1.28 Exception: A raceway is not required if a minimum 40-ampere 208/240-volt dedicated EV branch circuit is installed in close proximity to the location or the proposed location of the EV space at the time of original construction in accordance with the California Electrical Code. 4.106.4.2.4 Identification. The service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future EV charging purposes as “EV CAPABLE” in accordance with the California Electrical Code. 4.106.4.2.5 Electric Vehicle Ready Space Signage. Electric vehicle ready spaces shall be identified by signage or pavement markings, in compliance with Caltrans Traffic Operations Policy Directive 13-01 (Zero Emission Vehicle Signs and Pavement Markings) or its successor(s). 4.106.4.3 Electric vehicle charging for additions and alterations of parking facilities serving existing multifamily buildings. When new parking facilities are added, or electrical systems or lighting of existing parking facilities are added or altered and the work requires a building permit, ten (10) percent of the total number of parking spaces added or altered shall be electric vehicle charging spaces (EV spaces) capable of supporting future Level 2 EVSE. 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. D E S I G N 2024 FEBRUARY 19 DETACHED ADU DATEISSUED FOR I S S U E S 2710 LAIRD AVENUE SANTA ANA, CALIFORNIA 92706 DAVID LE RESIDENCE A-23-002-008 PROPOSED HOUSE EXTENSION + PLAN CHECK SUBMITTAL 10.25.2023 2ND PLAN CHECK SUBMITTAL 01.05.2024 BUILDING SAFETY SUBMITTAL 01.25.2024 UPDATE PLAN SET FOR PRESCREEN 02.19.2024 2209 W. LARAMORE LANE SANTA ANA, CALIFORNIA 92706 UPDATE PLAN SET 03.31.2024 A-03 CALIFORNIA GREEN BUILDING STANDARD (SHEET - 1) 2710 N Laird St & 2209 W Laramore Ln10/7/2024 MAXIMUM INCREMENTAL REACTIVITY (MIR). The maximum change in weight of ozone formed by adding a compound to the "Base Reactive Organic Gas (ROG) Mixture" per weight of compound added, expressed to hundredths of a gram (g O³/g ROC). Note: MIR values for individual compounds and hydrocarbon solvents are specified in CCR, Title 17, Sections 94700 and 94701. MOISTURE CONTENT. The weight of the water in wood expressed in percentage of the weight of the oven-dry wood. PRODUCT-WEIGHTED MIR (PWMIR). The sum of all weighted-MIR for all ingredients in a product subject to this article. The PWMIR is the total product reactivity expressed to hundredths of a gram of ozone formed per gram of product (excluding container and packaging). Note: PWMIR is calculated according to equations found in CCR, Title 17, Section 94521 (a). REACTIVE ORGANIC COMPOUND (ROC). Any compound that has the potential, once emitted, to contribute to ozone formation in the troposphere. VOC. A volatile organic compound (VOC) broadly defined as a chemical compound based on carbon chains or rings with vapor pressures greater than 0.1 millimeters of mercury at room temperature. These compounds typically contain hydrogen and may contain oxygen, nitrogen and other elements. See CCR Title 17, Section 94508(a). 4.503 FIREPLACES 4.503.1 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 the emission limits. Woodstoves, pellet stoves and fireplaces shall also comply with applicable local ordinances. 4.504 POLLUTANT CONTROL 4.504.1 COVERING OF DUCT OPENINGS & PROTECTION OF MECHANICAL EQUIPMENT DURING CONSTRUCTION. At the time of rough installation, during storage on the construction site and until final startup of the heating, cooling and ventilating equipment, all duct and other related air distribution component openings shall be covered with tape, plastic, sheet metal or other methods acceptable to the enforcing agency 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 following standards 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 comply with local or regional air pollution control or air quality management district rules where applicable or SCAQMD Rule 1168 VOC limits, as shown 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 statewide VOC 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 Architectural Suggested 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 the definitions for the specialty coatings categories listed in Table 4.504.3 shall be determined by classifying the coating as a Flat, Nonflat or Nonflat-High Gloss coating, based on its gloss, as defined in subsections 4.21, 4.36, and 4.37 of the 2007 California Air Resources Board, Suggested Control Measure, 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 Section 94522(a)(2) and other requirements, including prohibitions on use of certain toxic compounds and ozone depleting substances, in Sections 94522(e)(1) and (f)(1) of California Code of Regulations, Title 17, commencing with Section 94520; and in areas under the jurisdiction 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 7 INSTALLER & SPECIAL INSPECTOR QUALIFICATIONS 702 QUALIFICATIONS 702.1 INSTALLER TRAINING. HVAC system installers shall be trained and certified in the proper installation of HVAC systems including ducts and equipment by a nationally or regionally recognized training or certification program. Uncertified persons may perform HVAC installations when under the direct supervision and responsibility of a person trained and certified to install HVAC systems or contractor licensed to install HVAC systems. Examples of acceptable 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 agent shall employ one or more special inspectors to provide inspection or other duties necessary to substantiate compliance with this code. Special inspectors shall demonstrate competence to the satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition to other certifications or qualifications acceptable to the enforcing agency, the following certifications or education may be considered by the enforcing agency when evaluating 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 performance contractors, 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 are inspecting for compliance with this code. 2. HERS raters are special inspectors certified by the California Energy Commission (CEC) to rate homes in California 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 to provide inspection or other duties necessary to substantiate compliance with this code. Special inspectors shall demonstrate competence to the satisfaction of the enforcing agency for the particular type of inspection or task to be performed. In addition, the special inspector shall have a certification from a recognized state, national or international association, as determined by the local agency. The area of certification shall be closely related to the primary job function, 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 inspecting for compliance with this code. 703 VERIFICATIONS 703.1 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 substantial conformance. When specific documentation or special inspection is necessary to verify compliance, that method of compliance will be specified in the appropriate section or identified applicable checklist. 4.505 INTERIOR MOISTURE CONTROL 4.505.1 General. Buildings shall meet or exceed the provisions of the California Building Standards Code. 4.505.2 CONCRETE SLAB FOUNDATIONS. Concrete slab foundations required to have a vapor retarder by California Building Code, Chapter 19, or concrete slab-on-ground floors required to have a vapor retarder by the California Residential Code, Chapter 5, shall also comply with this section. 4.505.2.1 Capillary break. A capillary break shall be installed in compliance with at least one of the following: 1. A 4-inch (101.6 mm) thick base of 1/2 inch (12.7mm) or larger clean aggregate shall be provided with a vapor barrier in direct contact with concrete and a concrete mix design, which will address bleeding, shrinkage, and curling, shall be used. For additional information, see American Concrete Institute, ACI 302.2R-06. 2. Other equivalent methods approved by the enforcing agency. 3. A slab design specified by a licensed design professional. 4.505.3 MOISTURE CONTENT OF BUILDING MATERIALS. Building materials with visible signs of water damage shall not be installed. Wall and floor framing shall not be enclosed when the framing members exceed 19 percent moisture content. Moisture content shall be verified in compliance with the following: 1. Moisture content shall be determined with either a probe-type or contact-type moisture meter.Equivalent moisture verification methods may be approved by the enforcing agency and shall satisfy requirements found in Section 101.8 of this code. 2. Moisture readings shall be taken at a point 2 feet (610 mm) to 4 feet (1219 mm) from the grade stamped end of each piece verified. 3. At least three random moisture readings shall be performed on wall and floor framing with documentation acceptable to the enforcing agency provided at the time of approval to enclose the wall and floor framing. Insulation products which are visibly wet or have a high moisture content shall be replaced or allowed to dry prior to enclosure in wall or floor cavities. Wet-applied insulation products shall follow the manufacturers' drying recommendations prior to enclosure. 4.506 INDOOR AIR QUALITY AND EXHAUST 4.506.1 Bathroom exhaust fans. Each bathroom shall be mechanically ventilated and shall comply with the following: 1. Fans shall be ENERGY STAR compliant and be ducted to terminate outside the building. 2. Unless functioning as a component of a whole house ventilation system, fans must be controlled by a humidity control. a. Humidity controls shall be capable of adjustment between a relative humidity range less than or equal to 50% to a maximum of 80%. A humidity control may utilize manual or automatic means of adjustment. b. A humidity control may be a separate component to the exhaust fan and is not required to be integral (i.e., built-in) Notes: 1. For the purposes of this section, a bathroom is a room which contains a bathtub, shower or tub/shower combination. 2. Lighting integral to bathroom exhaust fans shall comply with the California Energy Code. 4.507 ENVIRONMENTAL COMFORT 4.507.2 HEATING AND AIR-CONDITIONING SYSTEM DESIGN. Heating and air conditioning systems shall be sized, designed and have their equipment selected using the following methods: 1. The heat loss and heat gain is established according to ANSI/ACCA 2 Manual J - 2011 (Residential Load Calculation), ASHRAE handbooks or other equivalent design software or methods. 2. Duct systems are sized according to ANSI/ACCA 1 Manual D - 2014 (Residential Duct Systems), ASHRAE handbooks or other equivalent design software or methods. 3. Select heating and cooling equipment according to ANSI/ACCA 3 Manual S - 2014 (Residential Equipment Selection), or other equivalent design software or methods. Exception: Use of alternate design temperatures necessary to ensure the system functions are acceptable. TABLE 4.504.1 - ADHESIVE VOC LIMIT1,2 (Less Water and Less Exempt Compounds in Grams per Liter) ARCHITECTURAL APPLICATIONS VOC LIMIT INDOOR CARPET ADHESIVES 50 CARPET PAD ADHESIVES 50 OUTDOOR CARPET ADHESIVES 150 WOOD FLOORING ADHESIVES 100 RUBBER FLOOR ADHESIVES 60 SUBFLOOR ADHESIVES 50 CERAMIC TILE ADHESIVES 65 VCT & ASPHALT TILE ADHESIVES 50 DRYWALL & PANEL ADHESIVES 50 COVE BASE ADHESIVES 50 MULTIPURPOSE CONSTRUCTION ADHESIVE 70 STRUCTURAL GLAZING ADHESIVES 100 SINGLE-PLY ROOF MEMBRANE ADHESIVES 250 OTHER ADHESIVES NOT LISTED 50 SPECIALTY APPLICATIONS PVC WELDING 510 CPVC WELDING 490 ABS WELDING 325 PLASTIC CEMENT WELDING 250 ADHESIVE PRIMER FOR PLASTIC 550 CONTACT ADHESIVE 80 SPECIAL PURPOSE CONTACT ADHESIVE 250 STRUCTURAL WOOD MEMBER ADHESIVE 140 TOP & TRIM ADHESIVE 250 SUBSTRATE SPECIFIC APPLICATIONS METAL TO METAL 30 PLASTIC FOAMS 50 POROUS MATERIAL (EXCEPT WOOD)50 WOOD 30 FIBERGLASS 80 1. IF AN ADHESIVE IS USED TO BOND DISSIMILAR SUBSTRATES TOGETHER, THE ADHESIVE WITH THE HIGHEST VOC CONTENT SHALL BE ALLOWED. 2. FOR ADDITIONAL INFORMATION REGARDING METHODS TO MEASURE THE VOC CONTENT SPECIFIED IN THIS TABLE, SEE SOUTH COAST AIR QUALITY MANAGEMENT DISTRICT RULE 1168. TABLE 4.504.2 - SEALANT VOC LIMIT (Less Water and Less Exempt Compounds in Grams per Liter) SEALANTS VOC LIMIT ARCHITECTURAL 250 MARINE DECK 760 NONMEMBRANE ROOF 300 ROADWAY 250 SINGLE-PLY ROOF MEMBRANE 450 OTHER 420 SEALANT PRIMERS ARCHITECTURAL NON-POROUS 250 POROUS 775 MODIFIED BITUMINOUS 500 MARINE DECK 760 OTHER 750 TABLE 4.504.5 - FORMALDEHYDE LIMITS1 MAXIMUM FORMALDEHYDE EMISSIONS IN PARTS PER MILLION PRODUCT CURRENT LIMIT HARDWOOD PLYWOOD VENEER CORE 0.05 HARDWOOD PLYWOOD COMPOSITE CORE 0.05 PARTICLE BOARD 0.09 MEDIUM DENSITY FIBERBOARD 0.11 THIN MEDIUM DENSITY FIBERBOARD2 0.13 1. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY THE CALIF. AIR RESOURCES BOARD, AIR TOXICS CONTROL MEASURE FOR COMPOSITE WOOD AS TESTED IN ACCORDANCE WITH ASTM E 1333. FOR ADDITIONAL INFORMATION, SEE CALIF. CODE OF REGULATIONS, TITLE 17, SECTIONS 93120 THROUGH 93120.12. 2. THIN MEDIUM DENSITY FIBERBOARD HAS A MAXIMUM THICKNESS OF 5/16" (8 MM). TABLE 4.504.3 - VOC CONTENT LIMITS FOR ARCHITECTURAL COATINGS2,3 GRAMS OF VOC PER LITER OF COATING, LESS WATER & LESS EXEMPT COMPOUNDS COATING CATEGORY VOC LIMIT FLAT COATINGS 50 NON-FLAT COATINGS 100 NONFLAT-HIGH GLOSS COATINGS 150 SPECIALTY COATINGS ALUMINUM ROOF COATINGS 400 BASEMENT SPECIALTY COATINGS 400 BITUMINOUS ROOF COATINGS 50 BITUMINOUS ROOF PRIMERS 350 BOND BREAKERS 350 CONCRETE CURING COMPOUNDS 350 CONCRETE/MASONRY SEALERS 100 DRIVEWAY SEALERS 50 DRY FOG COATINGS 150 FAUX FINISHING COATINGS 350 FIRE RESISTIVE COATINGS 350 FLOOR COATINGS 100 FORM-RELEASE COMPOUNDS 250 GRAPHIC ARTS COATINGS (SIGN PAINTS)500 HIGH TEMPERATURE COATINGS 420 INDUSTRIAL MAINTENANCE COATINGS 250 LOW SOLIDS COATINGS1 120 MAGNESITE CEMENT COATINGS 450 MASTIC TEXTURE COATINGS 100 METALLIC PIGMENTED COATINGS 500 MULTICOLOR COATINGS 250 PRETREATMENT WASH PRIMERS 420 PRIMERS, SEALERS, & UNDERCOATERS 100 REACTIVE PENETRATING SEALERS 350 RECYCLED COATINGS 250 ROOF COATINGS 50 RUST PREVENTATIVE COATINGS 250 SHELLACS CLEAR 730 OPAQUE 550 SPECIALTY PRIMERS, SEALERS & UNDERCOATERS 100 STAINS 250 STONE CONSOLIDANTS 450 SWIMMING POOL COATINGS 340 TRAFFIC MARKING COATINGS 100 TUB & TILE REFINISH COATINGS 420 WATERPROOFING MEMBRANES 250 WOOD COATINGS 275 WOOD PRESERVATIVES 350 ZINC-RICH PRIMERS 340 1. GRAMS OF VOC PER LITER OF COATING, INCLUDING WATER & EXEMPT COMPOUNDS 2. THE SPECIFIED LIMITS REMAIN IN EFFECT UNLESS REVISED LIMITS ARE LISTED IN SUBSEQUENT COLUMNS IN THE TABLE. 3. VALUES IN THIS TABLE ARE DERIVED FROM THOSE SPECIFIED BY THE CALIFORNIA AIR RESOURCES BOARD, ARCHITECTURAL COATINGS SUGGESTED CONTROL MEASURE, FEB. 1, 2008. MORE INFORMATION IS AVAILABLE FROM THE AIR RESOURCES BOARD. DIVISION 4.5 ENVIRONMENTAL QUALITY (continued) 4.504.3 CARPET SYSTEMS. All carpet installed in the building interior shall meet the requirements of the California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017 (Emission testing method for California Specification 01350) See California Department of Public Health's website for certification programs and testing labs. https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx. 4.504.3.1 Carpet cushion. All carpet cushion installed in the building interior shall meet the requirements of the California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017 (Emission testing method for California Specification 01350) See California Department of Public Health's website for certification programs and testing labs. https://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx. 4.504.3.2 Carpet adhesive. All carpet adhesive shall meet the requirements of Table 4.504.1. 4.504.4 RESILIENT FLOORING SYSTEMS. Where resilient flooring is installed , at least 80% of floor area receiving resilient flooring shall meet the requirements of the California Department of Public Health, "Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions from Indoor Sources Using Environmental Chambers," Version 1.2, January 2017 (Emission testing method for California Specification 01350) See California Department of Public Health's website for certification programs and testing labs. hhtps://www.cdph.ca.gov/Programs/CCDPHP/DEODC/EHLB/IAQ/Pages/VOC.aspx. 4.504.5 COMPOSITE WOOD PRODUCTS. Hardwood plywood, particleboard and medium density fiberboard composite wood products used on the interior or exterior of the buildings shall meet the requirements for formaldehyde as specified in ARB's Air Toxics Control Measure for Composite Wood (17 CCR 93120 et seq.), by or before the dates specified in those sections, as shown in Table 4.504.5 4.504.5.1 Documentation. Verification of compliance with this section shall be provided as requested by the enforcing agency. Documentation shall include at least one of the following: 1. Product certifications and specifications. 2. Chain of custody certifications. 3. Product labeled and invoiced as meeting the Composite Wood Products regulation (see CCR, Title 17, Section 93120, et seq.). 4. Exterior grade products marked as meeting the PS-1 or PS-2 standards of the Engineered Wood Association, the Australian AS/NZS 2269, European 636 3S standards, and Canadian CSA 0121, CSA 0151, CSA 0153 and CSA 0325 standards. 5. Other methods acceptable to the enforcing agency. 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/AYN/AYN/AYN/A RESPON. PARTY RESPON. PARTY RESPON. PARTY RESPON. PARTY 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE RESIDENTIAL MANDATORY MEASURES, SHEET 2 (January 2023)Y = YES N/A =NOT APPLICABLE RESPON. PARTY =RESPONSIBLE PARTY (ie: ARCHITECT, ENGINEER, OWNER, CONTRACTOR, INSPECTOR ETC.) D E S I G N 2024 FEBRUARY 19 DETACHED ADU DATEISSUED FOR I S S U E S 2710 LAIRD AVENUE SANTA ANA, CALIFORNIA 92706 DAVID LE RESIDENCE A-23-002-008 PROPOSED HOUSE EXTENSION + PLAN CHECK SUBMITTAL 10.25.2023 2ND PLAN CHECK SUBMITTAL 01.05.2024 BUILDING SAFETY SUBMITTAL 01.25.2024 UPDATE PLAN SET FOR PRESCREEN 02.19.2024 2209 W. LARAMORE LANE SANTA ANA, CALIFORNIA 92706 UPDATE PLAN SET 03.31.2024 A-04 CALIFORNIA GREEN BUILDING STANDARD (SHEET - 2) 2710 N Laird St & 2209 W Laramore Ln10/7/2024 ADU - TITLE 24 T24-1 RE S T R I C T I V E N O T I C E DA T E RE V I S I O N S SHEET SHEET DESCRIPTION STAMP NO : 7/24/24 DE T A C H E D A D U DATE: 22 0 9 W . L A R A M O R E L A N E SA N T A A N A , C A 9 2 7 0 6 TH E S E D E S I G N S , D R A W I N G S , A N D SP E C I F I C A T I O N S A R E E X C L U S I V E T O GE T S T R U C T U R A L T H E S E D R A W I N G S CA N N O T B E C O P I E D , T R A N S F E R R E D , O R RE P R O D U C E D N O R C A N A N Y O T H E R ST R U C T U R E S B E B U I L T F R O M T H E M WI T H O U T W R I T T E N C O N S E N T RE V I S I O N S 30 0 0 E . B I R C H S T R E E T SU I T E 2 0 3 BR E A , C A 9 2 8 2 1 TE L : ( 9 0 9 ) 5 6 9 - 1 8 8 6 in f o @ G e t S t r u c t u r a l . c o m JOB: R23-0943 PHONG TR UONG STATE OF CALIFORNIA REGISTERED PROFESSIONAL ENGINEER NO. C70784 EXP. 06/30/2025 CIV IL 2710 N Laird St & 2209 W Laramore Ln10/7/2024 ADU - TITLE 24 (CONT.) T24-2 RE S T R I C T I V E N O T I C E DA T E RE V I S I O N S SHEET SHEET DESCRIPTION STAMP NO : 7/24/24 DE T A C H E D A D U DATE: 22 0 9 W . L A R A M O R E L A N E SA N T A A N A , C A 9 2 7 0 6 TH E S E D E S I G N S , D R A W I N G S , A N D SP E C I F I C A T I O N S A R E E X C L U S I V E T O GE T S T R U C T U R A L T H E S E D R A W I N G S CA N N O T B E C O P I E D , T R A N S F E R R E D , O R RE P R O D U C E D N O R C A N A N Y O T H E R ST R U C T U R E S B E B U I L T F R O M T H E M WI T H O U T W R I T T E N C O N S E N T RE V I S I O N S 30 0 0 E . B I R C H S T R E E T SU I T E 2 0 3 BR E A , C A 9 2 8 2 1 TE L : ( 9 0 9 ) 5 6 9 - 1 8 8 6 in f o @ G e t S t r u c t u r a l . c o m JOB: R23-0943 PHONG TR UONG STATE OF CALIFORNIA REGISTERED PROFESSIONAL ENGINEER NO. C70784 EXP. 06/30/2025 CIV IL 2710 N Laird St & 2209 W Laramore Ln10/7/2024 MAIN - TITLE 24 T24-3 RE S T R I C T I V E N O T I C E DA T E RE V I S I O N S SHEET SHEET DESCRIPTION STAMP NO : 9/21/23 LE A D D I T I O N DATE: 27 1 0 L A I R D A V E N U E SA N T A A N A , C A 9 2 7 0 6 TH E S E D E S I G N S , D R A W I N G S , A N D SP E C I F I C A T I O N S A R E E X C L U S I V E T O GE T S T R U C T U R A L T H E S E D R A W I N G S CA N N O T B E C O P I E D , T R A N S F E R R E D , O R RE P R O D U C E D N O R C A N A N Y O T H E R ST R U C T U R E S B E B U I L T F R O M T H E M WI T H O U T W R I T T E N C O N S E N T RE V I S I O N S 30 0 0 E . B I R C H S T R E E T SU I T E 2 0 3 BR E A , C A 9 2 8 2 1 TE L : ( 9 0 9 ) 5 6 9 - 1 8 8 6 in f o @ G e t S t r u c t u r a l . c o m JOB: R23-0943 PHONG TR UONG STATE OF CALIFORNIA REGISTERED PROFESSIONAL ENGINEER NO. C70784 EXP. 06/30/2025 CIV IL 2710 N Laird St & 2209 W Laramore Ln10/7/2024 MAIN - TITLE 24 (CONT.) & MANDATORY T24-4 RE S T R I C T I V E N O T I C E DA T E RE V I S I O N S SHEET SHEET DESCRIPTION STAMP NO : 9/21/23 LE A D D I T I O N DATE: 27 1 0 L A I R D A V E N U E SA N T A A N A , C A 9 2 7 0 6 TH E S E D E S I G N S , D R A W I N G S , A N D SP E C I F I C A T I O N S A R E E X C L U S I V E T O GE T S T R U C T U R A L T H E S E D R A W I N G S CA N N O T B E C O P I E D , T R A N S F E R R E D , O R RE P R O D U C E D N O R C A N A N Y O T H E R ST R U C T U R E S B E B U I L T F R O M T H E M WI T H O U T W R I T T E N C O N S E N T RE V I S I O N S 30 0 0 E . B I R C H S T R E E T SU I T E 2 0 3 BR E A , C A 9 2 8 2 1 TE L : ( 9 0 9 ) 5 6 9 - 1 8 8 6 in f o @ G e t S t r u c t u r a l . c o m JOB: R23-0943 PHONG TR UONG STATE OF CALIFORNIA REGISTERED PROFESSIONAL ENGINEER NO. C70784 EXP. 06/30/2025 CIV IL 2710 N Laird St & 2209 W Laramore Ln10/7/2024 2710 N Laird St & 2209 W Laramore Ln10/7/2024 2710 N Laird St & 2209 W Laramore Ln10/7/2024 D E S I G N 2024 JANUARY 25 DETACHED ADU DATEISSUED FOR I S S U E S 2710 LAIRD AVENUE SANTA ANA, CALIFORNIA 92706 DAVID LE RESIDENCE A-23-002-008 PROPOSED HOUSE EXTENSION + PLAN CHECK SUBMITTAL 10.25.2023 2ND PLAN CHECK SUBMITTAL 01.05.2024 BUILDING SAFETY SUBMITTAL 01.25.2024 A-40 1/4" = 1'-0" PROPOSED FINISH FLOOR ELEVATION 2HOUSE EXTENSION DRAINAGE PLAN 1ADU SITE DRAINAGE PLAN EXISTING 1-STORY HOUSE F.F.E. = 0" (DATUM) F.F.E. = + 2" PROPOSED 1-STORY ADU SITE DRAINAGE PLAN 2710 N Laird St & 2209 W Laramore Ln10/7/2024 D E S I G N 2024 JULY 29 DETACHED ADU DATEISSUED FOR I S S U E S 2710 LAIRD AVENUE SANTA ANA, CALIFORNIA 92706 DAVID LE RESIDENCE A-23-002-008 PROPOSED HOUSE EXTENSION + PLAN CHECK SUBMITTAL 10.25.2023 2ND PLAN CHECK SUBMITTAL 01.05.2024 BUILDING SAFETY SUBMITTAL 01.25.2024 UPDATE PLAN SET FOR PRESCREEN 02.19.2024 2209 W. LARAMORE LANE SANTA ANA, CALIFORNIA 92706 UPDATE PLAN SET 03.31.2024 BUILDING SAFETY RESUBMITTAL 07.29.2024 10111914-95 BUILDING SAFETY RESUBMITTAL 08.20.2024 A-14 1/4" = 1'-0" ELECTRICAL PLAN bedroom bedroom dining room bath 2 bath 1 kitchen living room 1ADU ELECTRICAL PLAN 2 HOUSE EXTENSION ELECTRICAL PLAN Smoke alarm & Carbon Monoxide alarm in hallway SD SD SD SD 2710 N Laird St & 2209 W Laramore Ln10/7/2024 D E S I G N 2024 JULY 29 DETACHED ADU DATEISSUED FOR I S S U E S 2710 LAIRD AVENUE SANTA ANA, CALIFORNIA 92706 DAVID LE RESIDENCE A-23-002-008 PROPOSED HOUSE EXTENSION + PLAN CHECK SUBMITTAL 10.25.2023 2ND PLAN CHECK SUBMITTAL 01.05.2024 BUILDING SAFETY SUBMITTAL 01.25.2024 UPDATE PLAN SET FOR PRESCREEN 02.19.2024 2209 W. LARAMORE LANE SANTA ANA, CALIFORNIA 92706 UPDATE PLAN SET 03.31.2024 BUILDING SAFETY RESUBMITTAL 07.29.2024 10111914-95 A-15 1/4" = 1'-0" ELECTRICAL COMPLY NOTES ADDED SHEETS 02.19.2024 CALIFORNIA ENERGY COMPLY NOTES The following information are required: Energy Code Section 150(a) through 150(v) (n) Water heating system. 1. Systems using gas or propane water heaters to serve individual dwelling units shall designate a space at least 2.5 feet by 2.5 feet wide and 7 feet tall suitable for the future installation of a heat pump water heater A. If the designated space is within 3 feet from the water heater: i. A dedicated 125 volt, 20 amp electrical receptacle that is connected to the electric panel with a 120/240 volt 3 conductor, 10 AWG copper branch circuit, within 3 feet from the water heater. ii. Isolate both ends of the unused conductor. iii. A reserved single pole circuit breaker space in the electrical panel adjacent to the circuit breaker iv. A condensate drain that allows natural draining of the water heater. B. If the designated space is more than 3 feet from the water heater: see additional Code requirements. (s) Energy Storage Systems (ESS) ready. All single-family residences that include one or two dwelling units shall meet the following: 1. At least one of the following shall be provided: A. ESS ready interconnection equipment [auto transfer switch and panel] with a minimum backed-up capacity of 60 amps and a minimum of four ESS-supplied branch circuits, or B. A dedicated, minimum 1â raceway from the main service to a subpanel that supplies the branch circuits in Section 150.0(s)(2). 2. A minimum of four branch circuits shall be supplied by the ESS: the refrigerator, one lighting circuit shall be located near the primary egress, and at least one circuit shall supply a sleeping room receptacle outlet. 3. The main panelboard shall have a minimum busbar rating of 225 amperes with space to install future isolation equipment/transfer switch within 3 feet. (t) Heat pump space heater (Furnace) ready. Systems using gas or propane furnace to serve individual dwelling units shall include the following: 1. A dedicated 240 volt, minimum 30A branch circuit wiring shall be installed within 3 feet from the furnace for a future heat pump space heater installation. (u) Electric cooktop ready. Systems using gas or propane cooktop to serve individual dwelling units shall include the following: 1. A dedicated 240 volt, minimum 50A branch circuit wiring shall be installed within 3 feet from the cooktop for a future electric cooktop installation. (v) Electric clothes dryer ready. Clothes dryer locations with gas or propane plumbing to serve individual dwelling units shall include the following: 1. A dedicated 240 volt, minimum 30A branch circuit wiring shall be installed within 3 feet from the clothes dryer location for a future electric clothes dryer installation. CALIFORNIA ENERGY CODE - SECTION 150.0 MANDATORY FEATURES AND DEVICES 2710 N Laird St & 2209 W Laramore Ln10/7/2024 D E S I G N 2024 FEBRUARY 19 DETACHED ADU DATEISSUED FOR I S S U E S 2710 LAIRD AVENUE SANTA ANA, CALIFORNIA 92706 DAVID LE RESIDENCE A-23-002-008 PROPOSED HOUSE EXTENSION + PLAN CHECK SUBMITTAL 10.25.2023 2ND PLAN CHECK SUBMITTAL 01.05.2024 BUILDING SAFETY SUBMITTAL 01.25.2024 UPDATE PLAN SET FOR PRESCREEN 02.19.2024 2209 W. LARAMORE LANE SANTA ANA, CALIFORNIA 92706 UPDATE PLAN SET 03.31.2024 A-41 1/4" = 1'-0" PROPOSED LANDSCAPE PLAN 2HOUSE EXTENSION LANDSCAPE PLAN 1ADU LANDSCAPE PLAN EXISTING 1-STORY HOUSE PROPOSED 1-STORY ADU 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Job#R23-0943 Detached ADU (909) 569-1886 | info@getstructural.com 3000 E. BIRCH STREET, SUITE 201, BREA, CA 92821 2209 W. Laramore Lane Santa Ana, CA 92706 7/24/2024 SINGLE FAMILY RESIDENCE ADDITION at: BUILDING ENERGY ANALYSIS REPORT 2710 N Laird St & 2209 W Laramore Ln10/7/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Detached ADU Calculation Date/Time:2024-07-24T12:25:05-07:00 (Page 1 of 10) Calculation Description:Title 24 Analysis Input File Name:2209 W. Laramore Lane - T24.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-24 12:25:50 GENERAL INFORMATION 01 Project Name Detached ADU 02 Run Title Title 24 Analysis 03 Project Location 2209 W. Laramore Lane 04 City Santa Ana 05 Standards Version 2022 06 Zip code 92706 07 Software Version EnergyPro 9.2 08 Climate Zone 8 09 Front Orientation (deg/ Cardinal)90 10 Building Type Single family 11 Number of Dwelling Units 1 12 Project Scope Newly Constructed 13 Number of Bedrooms 2 14 Addition Cond. Floor Area (ft2)0 15 Number of Stories 1 16 Existing Cond. Floor Area (ft2)n/a 17 Fenestration Average U-factor 0.3 18 Total Cond. Floor Area (ft2)748 19 Glazing Percentage (%)15.24% 20 ADU Bedroom Count n/a 21 ADU Conditioned Floor Area n/a 22 Fuel Type Natural gas 23 No Dwelling Unit:No COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below 424-P010139338A-000-000-0000000-0000 07/24/2024 12:26 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 2710 N Laird St & 2209 W Laramore Ln10/7/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Detached ADU Calculation Date/Time:2024-07-24T12:25:05-07:00 (Page 2 of 10) Calculation Description:Title 24 Analysis Input File Name:2209 W. Laramore Lane - T24.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-24 12:25:50 ENERGY DESIGN RATINGS Energy Design Ratings Compliance Margins Source Energy (EDR1) Efficiency1 EDR (EDR2efficiency) Total2 EDR (EDR2total) Source Energy (EDR1) Efficiency1 EDR (EDR2efficiency) Total2 EDR (EDR2total) Standard Design 37.5 38.9 28 Proposed Design 36.2 37.9 27.4 1.3 1 0.6 RESULT3: PASS 1Efficiency EDR includes improvements like a better building envelope and more efficient equipment 2Total EDR includes efficiency and demand response measures such as photovoltaic (PV) system and batteries 3Building complies when source energy, efficiency and total compliance margins are greater than or equal to zero and unmet load hour limits are not exceeded •Standard Design PV Capacity: 2.07 kWdc •PV System resized to 2.07 kWdc (a factor of 2.072) to achieve 'Standard Design PV' PV scaling 424-P010139338A-000-000-0000000-0000 07/24/2024 12:26 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 2710 N Laird St & 2209 W Laramore Ln10/7/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Detached ADU Calculation Date/Time:2024-07-24T12:25:05-07:00 (Page 3 of 10) Calculation Description:Title 24 Analysis Input File Name:2209 W. Laramore Lane - T24.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-24 12:25:50 ENERGY USE SUMMARY Energy Use Standard Design Source Energy (EDR1) (kBtu/ft2 -yr) Standard Design TDV Energy (EDR2) (kTDV/ft2 -yr) Proposed Design Source Energy (EDR1) (kBtu/ft2 -yr) Proposed Design TDV Energy (EDR2) (kTDV/ft2 -yr) Compliance Margin (EDR1) Compliance Margin (EDR2) Space Heating 0.07 0.4 0.94 6.91 -0.87 -6.51 Space Cooling 1.4 32.2 1.16 33.79 0.24 -1.59 IAQ Ventilation 0.46 4.87 0.46 4.87 0 0 Water Heating 2.36 24.92 1.27 15.11 1.09 9.81 Self Utilization/Flexibility Credit 0 0 Efficiency Compliance Total 4.29 62.39 3.83 60.68 0.46 1.71 Photovoltaics -3.04 -91.53 -3.04 -91.1 Battery 0 0 Flexibility Indoor Lighting 0.96 9.03 0.96 9.03 Appl. & Cooking 6.98 45.15 6.93 44.73 Plug Loads 6.07 61.85 6.07 61.85 Outdoor Lighting 0.21 1.82 0.21 1.82 TOTAL COMPLIANCE 15.47 88.71 14.96 87.01 424-P010139338A-000-000-0000000-0000 07/24/2024 12:26 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 2710 N Laird St & 2209 W Laramore Ln10/7/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Detached ADU Calculation Date/Time:2024-07-24T12:25:05-07:00 (Page 4 of 10) Calculation Description:Title 24 Analysis Input File Name:2209 W. Laramore Lane - T24.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-24 12:25:50 ENERGY USE INTENSITY Standard Design (kBtu/ft2 - yr )Proposed Design (kBtu/ft2 - yr )Compliance Margin (kBtu/ft2 - yr )Margin Percentage Gross EUI1 24.1 23.11 0.99 4.11 Net EUI2 8.65 7.66 0.99 11.45 Notes 1. Gross EUI is Energy Use Total (not including PV) / Total Building Area. 2. Net EUI is Energy Use Total (including PV) / Total Building Area. REQUIRED PV SYSTEMS 01 02 03 04 05 06 07 08 09 10 11 12 DC System Size (kWdc)Exception Module Type Array Type Power Electronics CFI Azimuth (deg) Tilt Input Array Angle (deg) Tilt: (x in 12) Inverter Eff. (%) Annual Solar Access (%) 2.07 NA Standard (14-17%)Fixed none true 150-270 n/a n/a <=7:12 96 98 REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. •Insulation below roof deck •Northwest Energy Efficiency Alliance (NEEA) rated heat pump water heater; specific brand/model, or equivalent, must be installed HERS FEATURE SUMMARY The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry •Quality insulation installation (QII) •Indoor air quality ventilation •Kitchen range hood •Verified heat pump rated heating capacity 424-P010139338A-000-000-0000000-0000 07/24/2024 12:26 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 2710 N Laird St & 2209 W Laramore Ln10/7/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Detached ADU Calculation Date/Time:2024-07-24T12:25:05-07:00 (Page 5 of 10) Calculation Description:Title 24 Analysis Input File Name:2209 W. Laramore Lane - T24.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-24 12:25:50 BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2)Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Detached ADU 748 1 2 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2)Avg. Ceiling Height Water Heating System 1 Status ADU Area Conditioned Mini Split1 748 8 DHW Sys 1 New OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2)Window and Door Area (ft2)Tilt (deg) North Wall ADU Area R-15 Wall 0 Right 182 0 90 South Wall ADU Area R-15 Wall 180 Left 182 36 90 East Wall ADU Area R-15 Wall 90 Front 292 74.84 90 West Wall ADU Area R-15 Wall 270 Back 292 54.31 90 Roof ADU Area R-30 + R-15 Roof Attic n/a n/a 748 n/a n/a ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise (x in 12)Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic ADU Area Attic RoofADU Area Ventilated 5 0.1 0.85 No No 424-P010139338A-000-000-0000000-0000 07/24/2024 12:26 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 2710 N Laird St & 2209 W Laramore Ln10/7/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Detached ADU Calculation Date/Time:2024-07-24T12:25:05-07:00 (Page 6 of 10) Calculation Description:Title 24 Analysis Input File Name:2209 W. Laramore Lane - T24.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-24 12:25:50 FENESTRATION / GLAZING 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Name Type Surface Orientation Azimuth Width (ft) Height (ft)Mult.Area (ft2)U-factor U-factor Source SHGC SHGC Source Exterior Shading W1-2046 Window South Wall Left 180 1 9 0.3 NFRC 0.23 NFRC Bug Screen W1-2046 2 Window South Wall Left 180 1 9 0.3 NFRC 0.23 NFRC Bug Screen W1-2046 3 Window South Wall Left 180 1 9 0.3 NFRC 0.23 NFRC Bug Screen W1-2046 4 Window South Wall Left 180 1 9 0.3 NFRC 0.23 NFRC Bug Screen W1-2046 5 Window East Wall Front 90 1 9 0.3 NFRC 0.23 NFRC Bug Screen W2-4036 Window East Wall Front 90 1 14 0.3 NFRC 0.23 NFRC Bug Screen W3-3016 Window East Wall Front 90 1 4.5 0.3 NFRC 0.23 NFRC Bug Screen W2-4036 2 Window East Wall Front 90 1 14 0.3 NFRC 0.23 NFRC Bug Screen W1-2046 6 Window West Wall Back 270 1 9 0.3 NFRC 0.23 NFRC Bug Screen W1-2046 7 Window West Wall Back 270 1 9 0.3 NFRC 0.23 NFRC Bug Screen W3-3016 2 Window West Wall Back 270 1 4.5 0.3 NFRC 0.23 NFRC Bug Screen W2-4036 3 Window West Wall Back 270 1 14 0.3 NFRC 0.23 NFRC Bug Screen OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft2)U-factor D1-3068 East Wall 20 0.5 D3-2068 East Wall 13.34 0.5 D2-2868 West Wall 17.81 0.5 424-P010139338A-000-000-0000000-0000 07/24/2024 12:26 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 2710 N Laird St & 2209 W Laramore Ln10/7/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Detached ADU Calculation Date/Time:2024-07-24T12:25:05-07:00 (Page 7 of 10) Calculation Description:Title 24 Analysis Input File Name:2209 W. Laramore Lane - T24.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-24 12:25:50 SLAB FLOORS 01 02 03 04 05 06 07 08 Name Zone Area (ft2)Perimeter (ft)Edge Insul. R-value and Depth Edge Insul. R-value and Depth Carpeted Fraction Heated Slab-on-Grade ADU Area 748 108.33 none 0 80%No OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Construction Name Surface Type Construction Type Framing Total Cavity R-value Interior / Exterior Continuous R-value U-factor Assembly Layers R-15 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O. C.R-15 None / None 0.095 Inside Finish: Gypsum Board Cavity / Frame: R-15 / 2x4 Exterior Finish: 3 Coat Stucco Attic RoofADU Area Attic Roofs Wood Framed Ceiling 2x6 @ 24 in. O. C.R-15 None / 0 0.066 Roofing: Light Roof (Asphalt Shingle) Roof Deck: Wood Siding/sheathing/decking Cavity / Frame: R-15 / 2x6 R-30 + R-15 Roof Attic Ceilings (below attic) Wood Framed Ceiling 2x8 @ 16 in. O. C.R-30 None / None 0.033 Over Ceiling Joists: R-11.2 insul. Cavity / Frame: R-18.9 / 2x8 Inside Finish: Gypsum Board BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 05 Quality Insulation Installation (QII)High R-value Spray Foam Insulation Building Envelope Air Leakage CFM50 CFM50 Required Not Required N/A n/a n/a 424-P010139338A-000-000-0000000-0000 07/24/2024 12:26 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 2710 N Laird St & 2209 W Laramore Ln10/7/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Detached ADU Calculation Date/Time:2024-07-24T12:25:05-07:00 (Page 8 of 10) Calculation Description:Title 24 Analysis Input File Name:2209 W. Laramore Lane - T24.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-24 12:25:50 WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Distribution Type Water Heater Name Number of Units Solar Heating System Compact Distribution HERS Verification Water Heater Name (#) DHW Sys 1 Domestic Hot Water (DHW)Standard DHW Heater 1 1 n/a None n/a DHW Heater 1 (1) WATER HEATERS - NEEA HEAT PUMP 01 02 03 04 05 06 07 08 Name # of Units Tank Vol. (gal)NEEA Heat Pump Brand NEEA Heat Pump Model Tank Location Duct Inlet Air Source Duct Outlet Air Source DHW Heater 1 1 50 A. O. Smith HPTS-50 2** (50 gal, JA13)Outside ADU Area ADU Area WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Compact Distribution Type Recirculation Control Shower Drain Water Heat Recovery DHW Sys 1 - 1/1 Not Required Not Required Not Required None Not Required Not Required SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 Name System Type Heating Unit Name Heating Equipment Count Cooling Unit Name Cooling Equipment Count Fan Name Distribution Name Required Thermostat Type Mini Split1 Heat pump heating cooling Heat Pump System 1 1 Heat Pump System 1 1 n/a n/a Setback 424-P010139338A-000-000-0000000-0000 07/24/2024 12:26 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 2710 N Laird St & 2209 W Laramore Ln10/7/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Detached ADU Calculation Date/Time:2024-07-24T12:25:05-07:00 (Page 9 of 10) Calculation Description:Title 24 Analysis Input File Name:2209 W. Laramore Lane - T24.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-24 12:25:50 HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 11 12 13 Name System Type Number of Units Heating Cooling Zonally Controlled Compressor Type HERS VerificationHeating Efficiency Type HSPF/HS PF2/COP Cap 47 Cap 17 Cooling Efficiency Type SEER/SE ER2 EER/EER 2/CEER Heat Pump System 1 Ductless MiniSplit HP 1 HSPF 8 24000 20000 EERSEER 14 11 Not Zonal Single Speed Heat Pump System 1-hers-htpump HVAC HEAT PUMPS - HERS VERIFICATION 01 02 03 04 05 06 07 08 09 Name Verified Airflow Airflow Target Verified EER/EER2 Verified SEER/SEER2 Verified Refrigerant Charge Verified HSPF/HSPF2 Verified Heating Cap 47 Verified Heating Cap 17 Heat Pump System 1-hers-htpump Not Required 0 Not Required Not Required No No Yes Yes INDOOR AIR QUALITY (IAQ) FANS 01 02 03 04 05 06 07 08 09 Dwelling Unit Airflow (CFM)Fan Efficacy (W/CFM)IAQ Fan Type Includes Heat/Energy Recovery? IAQ Recovery Effectiveness - SRE/ASRE Includes Fault Indicator Display?HERS Verification Status SFam IAQVentRpt 45 0.35 Exhaust No n/a / n/a No Yes 424-P010139338A-000-000-0000000-0000 07/24/2024 12:26 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. 2710 N Laird St & 2209 W Laramore Ln10/7/2024 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01-E Project Name:Detached ADU Calculation Date/Time:2024-07-24T12:25:05-07:00 (Page 10 of 10) Calculation Description:Title 24 Analysis Input File Name:2209 W. Laramore Lane - T24.ribd22x Registration Number:Registration Date/Time: HERS Provider: CA Building Energy Efficiency Standards - 2022 Residential Compliance Report Version: 2022.0.000 Schema Version: rev 20220901 Report Generated: 2024-07-24 12:25:50 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name:Documentation Author Signature: Company:Signature Date: Address:CEA/ HERS Certification Identification (If applicable): City/State/Zip:Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1.I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2.I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3.The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name:Responsible Designer Signature: Company:Date Signed: Address:License: City/State/Zip:Phone: Paul Truong Get Structural 07/24/2024 3000 E Birch St Brea, CA 92821 9095691886 Paul Truong Get Structural 07/24/2024 3000 E Birch St Brea, CA 92821 9095691886 424-P010139338A-000-000-0000000-0000 07/24/2024 12:26 CHEERS NOTICE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. Digitally signed by California Home Energy Efficiency Rating Services (CHEERS). This digital signature is provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Job#R23- 0943 Le Addition & Detached ADU Design Criteria: 1-Code: CALIFORNIA BLDG CODE 2022 2-Wind: 95 MPH, Exposure: C 3- SITE CLASS D - code default, SEISMIC DESIGN CATEGORY D 4- ꞏ Douglas Fir Larch with Max 19% Moisture Content prior to installation of finish Materials. ꞏ 4x Members use No.2 or better ꞏ 6x, 8x members use No.1 or better ꞏ Studs, plates and blocking stud grade or better ꞏ 2x joists and rafters No.2 or better ꞏ Mud sills pressure treated utility grade or betterꞏ 5-Ultimate strength concrete: 2500 PSI (min) 6-Soils Min. Bearing Pressure: 1500 psf per CBC 2022. CH.18. Per approval of Bldg Dept. Soils and Geology: Soils Report by: N/A Notice: Use restrictions of these calculations. The attached Calculations are valid only when bearing original signature hereon, photocopy is void. Contractor/Client to verify existing dimensions/conditions prior to construction. The use of these calculations is solely intended for the above mentioned project. (909) 569-1886 | info@getstructural.com 3000 E. BIRCH STREET, SUITE 201, BREA, CA 92821 2209 W Laramore Lane Santa Ana, CA 92706 8/1/2024 SINGLE FAMILY RESIDENCE REMODEL at: STRUCTURAL CALCULATIONS FOR 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Design Loads Component Weight (psf) Roof Load Comp Roofing 4.00 Plywood Sheathing -1/2" 1.50 Roof Framing 2.50 Miscellaneous (Lighting, Mechanical, etc.)2 Dead Load = 10.00 (psf) Roof Live Load = 20.00 (psf) Snow Load = 0.00 (psf) aulted Roof Load Comp Roofing 4.00 Plywood Sheathing -1/2" 1.50 Roof Framing 2.50 R-19 Batt Insulation 2.00 Gyp. Board 3.00 Miscellaneous (Lighting, Mechanical, etc.)2 Dead Load = 15.00 (psf) Roof Live Load = 20.00 (psf) Snow Load = 0.00 (psf) Exterior Wood Frame Walls: Stucco 7.00 Plywood Sheathing - 1/2" 1.50 2x Studs @ 16" o.c. 1.50 R-19 Batt Insulation 2.00 Gyp Board 3.00 Dead Load = 15.00 (psf) Interior Wood Frame Walls: 2x Studs @16" O.C. 1.50 Miscellaneuous 2.50 Gyp Board x2 6.00 Dead Load = 10.00 (psf) Ceiling Load: R-19 Batt Insulation 2.00 Gyp. Board 3.00 Dead Load = 5.00 (psf) Live Load = 10.00 (psf) Interior Wood Floor Framing Sheathing 4.00 Framing 4.00 R-19 Batt Insulation 2.00 Gyp Board 3.00 Miscellaneous (Lighting, Mechanical, etc.)2.00 Dead Load = 15.00 (psf) Live Load = 40.00 (psf) Deck Floor Framing Sheathing 4.00 Framing 4.00 R-19 Batt Insulation 2.00 Gyp Board 3.00 Miscellaneous (Lighting, Mechanical, etc.)2.00 Dead Load = 15.00 (psf) Live Load = 60.00 (psf) Snow Load = 0.00 (psf) 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Hip(CA ROOF) Attic DF-L No. 2 4x8 Roof Dead Load QD =10 psf Live Roof Load QLr =20 psf Length Lproj =10.42 ft Slope s =5 :12 Degrees θ =22.6 Height H =4.34 ft Service Load =30.83 psf Maximum Uniform Load =161 plf Hip Length =11.29 ft Maximum Moment =1200 lb-ft Load Duraction Factor CD =1.25 Bending Stress fb =900 psi Moment Capacity =2875 lb-ft OK Max Shear =589 lbs HHRC Shear Capacity =3806 lbs OK Live Roof Load Deflection =0.064 in Transient Deflection Limit L/180 =0.753 in OK Total Load Deflection =0.098 in Total Deflection Limit (D+L)/120 =1.129 in OK Reactions Higher End D =227 lbs Lr =362 lbs Lower End D =129 lbs Lr =181 lbs Q = Q + Q I w .=L Q 2 L =L COS M =wcos 𝜃L 9 3 =wL 3 0.00652 w L EI 0.00652 w L EI M = C F S =2bd C 3 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Hip(MAIN ADU) Attic DF-L No. 2 4x10 Roof Dead Load QD =10 psf Live Roof Load QLr =20 psf Length Lproj =15.92 ft Slope s =5 :12 Degrees θ =22.6 Height H =6.63 ft Service Load =30.83 psf Maximum Uniform Load =245 plf Hip Length =17.25 ft Maximum Moment =4231 lb-ft Load Duraction Factor CD =1.25 Bending Stress fb =900 psi Moment Capacity =4679 lb-ft OK Max Shear =1363 lbs HHRC Shear Capacity =4856 lbs OK Live Roof Load Deflection =0.255 in Transient Deflection Limit L/180 =1.150 in OK Total Load Deflection =0.393 in Total Deflection Limit (D+L)/120 =1.725 in OK Reactions Higher End D =518 lbs Lr =845 lbs Lower End D =289 lbs Lr =422 lbs Q = Q + Q I w .=L Q 2 L =L COS M =wcos 𝜃L 9 3 =wL 3 0.00652 w L EI 0.00652 w L EI M = C F S =2bd C 3 2710 N Laird St & 2209 W Laramore Ln10/7/2024 JOIST ANALYSIS Name LOAD Span, ft Type Size Spacing, in QD QLr QL QS COMB. Moment, lb‐ft Moment Stress, psi Allowable Bending Stress, psi DCR Shear, lbs Shear Stress, psi Allowable Shear Stress, psi DCR Total Limit Transient Limit RR1 Roof 11.25 DF-L No. 2 2x6 16 10 20 0 0 D+Lr 632.81 1004.13 1681.88 0.60 225.00 40.91 225.00 0.182 0.325 1.125 0.289 0.750 CJ Ceiling 15.17 DF‐L No. 2 2x6 16 5 0 10 0 D+L 575.09 912.55 1345.50 0.68 151.67 27.58 180.00 0.153 0.537 1.011 0.477 0.758 psf Delfection, in. 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:1 - C.B. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.010, Lr = 0.020 ksf, Extent = 0.0 -->> 7.170 ft, Tributary Width = 1.330->5.080 ft, (Roof) Uniform Load : D = 0.010, Lr = 0.020 ksf, Extent = 6.920 -->> 11.0 ft, Tributary Width = 5.080->1.330 ft, (Roof) Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 1.330 ft, (Ceiling) Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 7.584 ft, (CEILING) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.604: 1 Load Combination +D+L Span # where maximum occurs Span # 1 Location of maximum on span 5.580 ft 39.16 psi= = 1,080.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L = = = 180.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.218 : 1 10.237 ft= = 652.54 psi Maximum Deflection 0 <360 689 Ratio =0 <240 Max Downward Transient Deflection 0.080 in 1650Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.191 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : L Only n/a Span: 1 : +D+0.750Lr+0.750L n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 11.0 ft 1 0.338 0.121 0.90 1.200 1.001.00 1.00 1.37 328.6 972.0 0.42 162.01.00 19.61.00 1.00+D+L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.604 0.218 1.00 1.200 1.001.00 1.00 2.71 652.5 1,080.0 0.85 180.01.00 39.21.00 1.00+D+Lr 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.453 0.161 1.25 1.200 1.001.00 1.00 2.54 611.2 1,350.0 0.78 225.01.00 36.11.00 1.00+D+0.750Lr+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:1 - C.B. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 11.0 ft 1 0.580 0.207 1.25 1.200 1.001.00 1.00 3.26 783.2 1,350.0 1.01 225.01.00 46.71.00 1.00+D+0.750L 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.460 0.166 1.15 1.200 1.001.00 1.00 2.38 571.5 1,242.0 0.74 207.01.00 34.31.00 1.00+0.60D 1.200 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.0 ft 1 0.114 0.041 1.60 1.200 1.001.00 1.00 0.82 197.1 1,728.0 0.25 288.01.00 11.81.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L 1 0.1914 5.540 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.075 1.130 Max Upward from Load Combinations 1.075 1.130 Max Upward from Load Cases 0.490 0.490 D Only 0.453 0.475 +D+L 0.943 0.965 +D+Lr 0.792 0.858 +D+0.750Lr+0.750L 1.075 1.130 +D+0.750L 0.821 0.843 +0.60D 0.272 0.285 Lr Only 0.339 0.383 L Only 0.490 0.490 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:2 - H. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.010, Lr = 0.020 ksf, Extent = 0.0 -->> 3.420 ft, Tributary Width = 3.670->5.330 ft, (Roof) Uniform Load : D = 0.010, Lr = 0.020 ksf, Extent = 3.420 -->> 6.750 ft, Tributary Width = 5.330->3.670 ft, (Roof) Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 1.330 ft, (Ceiling) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.408: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 3.375 ft 34.09 psi= = 1,462.50 psi 4x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 4x6 Maximum Shear Stress Ratio 0.151 : 1 6.307 ft= = 596.92 psi Maximum Deflection 0 <360 876 Ratio =0 <240 Max Downward Transient Deflection 0.057 in 1414Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.092 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 6.725 ft 1 0.215 0.080 0.90 1.300 1.001.00 1.00 0.33 226.9 1,053.0 0.17 162.01.00 13.01.00 1.00Length = 0.02464 ft 1 0.003 0.080 0.90 1.300 1.001.00 1.00 0.00 3.1 1,053.0 0.17 162.01.00 13.01.00 1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.725 ft 1 0.238 0.089 1.00 1.300 1.001.00 1.00 0.41 278.4 1,170.0 0.21 180.01.00 16.01.00 1.00Length = 0.02464 ft 1 0.003 0.089 1.00 1.300 1.001.00 1.00 0.01 3.9 1,170.0 0.21 180.01.00 16.01.00 1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.725 ft 1 0.408 0.151 1.25 1.300 1.001.00 1.00 0.88 596.9 1,462.5 0.44 225.01.00 34.11.00 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:2 - H. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 0.02464 ft 1 0.006 0.151 1.25 1.300 1.001.00 1.00 0.01 8.2 1,462.5 0.44 225.01.00 34.11.00 1.00+D+0.750Lr+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.725 ft 1 0.371 0.138 1.25 1.300 1.001.00 1.00 0.80 543.1 1,462.5 0.40 225.01.00 31.11.00 1.00Length = 0.02464 ft 1 0.005 0.138 1.25 1.300 1.001.00 1.00 0.01 7.5 1,462.5 0.40 225.01.00 31.11.00 1.00+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.725 ft 1 0.197 0.074 1.15 1.300 1.001.00 1.00 0.39 265.5 1,345.5 0.20 207.01.00 15.31.00 1.00Length = 0.02464 ft 1 0.003 0.074 1.15 1.300 1.001.00 1.00 0.01 3.7 1,345.5 0.20 207.01.00 15.31.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.725 ft 1 0.073 0.027 1.60 1.300 1.001.00 1.00 0.20 136.1 1,872.0 0.10 288.01.00 7.81.00 1.00Length = 0.02464 ft 1 0.001 0.027 1.60 1.300 1.001.00 1.00 0.00 1.9 1,872.0 0.10 288.01.00 7.81.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0925 3.400 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.492 0.493 Max Upward from Load Combinations 0.492 0.493 Max Upward from Load Cases 0.304 0.304 D Only 0.188 0.189 +D+L 0.233 0.233 +D+Lr 0.492 0.493 +D+0.750Lr+0.750L 0.450 0.450 +D+0.750L 0.222 0.222 +0.60D 0.113 0.113 Lr Only 0.304 0.304 L Only 0.045 0.045 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:3 - H. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.010, Lr = 0.020 ksf, Tributary Width = 5.420->3.420 ft, (Roof) Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 2.0 ft, (Ceiling) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.137: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 1.927 ft 18.32 psi= = 1,462.50 psi 4x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 4x6 Maximum Shear Stress Ratio 0.081 : 1 0.000 ft= = 199.85 psi Maximum Deflection 0 <360 4381 Ratio =0 <240 Max Downward Transient Deflection 0.007 in 7275Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.011 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 4.0 ft 1 0.075 0.045 0.90 1.300 1.001.00 1.00 0.12 79.5 1,053.0 0.09 162.01.00 7.21.00 1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.091 0.054 1.00 1.300 1.001.00 1.00 0.16 106.6 1,170.0 0.12 180.01.00 9.71.00 1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.137 0.081 1.25 1.300 1.001.00 1.00 0.29 199.9 1,462.5 0.24 225.01.00 18.31.00 1.00+D+0.750Lr+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.130 0.077 1.25 1.300 1.001.00 1.00 0.28 190.1 1,462.5 0.22 225.01.00 17.41.00 1.00+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:3 - H. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 4.0 ft 1 0.074 0.044 1.15 1.300 1.001.00 1.00 0.15 99.8 1,345.5 0.12 207.01.00 9.11.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.0 ft 1 0.025 0.015 1.60 1.300 1.001.00 1.00 0.07 47.7 1,872.0 0.06 288.01.00 4.31.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0110 1.985 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.314 0.274 Max Upward from Load Combinations 0.314 0.274 Max Upward from Load Cases 0.190 0.163 D Only 0.123 0.110 +D+L 0.163 0.150 +D+Lr 0.314 0.274 +D+0.750Lr+0.750L 0.296 0.263 +D+0.750L 0.153 0.140 +0.60D 0.074 0.066 Lr Only 0.190 0.163 L Only 0.040 0.040 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:7 - C.B. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.1 1000 1000 1500 625 1700 620 180 675 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 7.584 ft, (Ceiling) Point Load : D = 0.5180, Lr = 0.8450 k @ 4.0 ft, (Hip) Point Load : D = 0.5180, Lr = 0.8450 k @ 4.0 ft, (Hip) Point Load : D = 0.180, Lr = 0.360 k @ 4.0 ft, (BEAM 11) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.631: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 3.985 ft 80.68 psi= = 1,350.30 psi 4x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 4x12 Maximum Shear Stress Ratio 0.359 : 1 5.575 ft= = 851.55 psi Maximum Deflection 0 <360 1715 Ratio =0 <240 Max Downward Transient Deflection 0.027 in 2901Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.045 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 0.99Length = 6.50 ft 1 0.348 0.201 0.90 1.100 1.001.00 1.00 2.10 340.8 978.2 0.86 162.01.00 32.61.00 0.99+D+L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 6.50 ft 1 0.371 0.219 1.00 1.100 1.001.00 1.00 2.48 402.6 1,085.1 1.03 180.01.00 39.31.00 0.99+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.98Length = 6.50 ft 1 0.631 0.359 1.25 1.100 1.001.00 1.00 5.24 851.6 1,350.3 2.12 225.01.00 80.71.00 0.98+D+0.750Lr+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.98Length = 6.50 ft 1 0.570 0.328 1.25 1.100 1.001.00 1.00 4.74 770.2 1,350.3 1.93 225.01.00 73.71.00 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:7 - C.B. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.98+D+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.98Length = 6.50 ft 1 0.311 0.182 1.15 1.100 1.001.00 1.00 2.38 387.1 1,244.6 0.99 207.01.00 37.71.00 0.98+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.97Length = 6.50 ft 1 0.119 0.068 1.60 1.100 1.001.00 1.00 1.26 204.5 1,715.7 0.51 288.01.00 19.61.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0455 3.464 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.407 2.161 Max Upward from Load Combinations 1.407 2.161 Max Upward from Load Cases 0.788 1.262 D Only 0.619 0.899 +D+L 0.865 1.146 +D+Lr 1.407 2.161 +D+0.750Lr+0.750L 1.395 2.030 +D+0.750L 0.804 1.084 +0.60D 0.371 0.540 Lr Only 0.788 1.262 L Only 0.246 0.246 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:8 - C.B. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.1 1000 1000 1500 625 1700 620 180 675 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.010, Lr = 0.020 ksf, Tributary Width = 1.330 ft, (Roof) Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 1.330 ft, (Ceiling) Point Load : D = 0.2270, Lr = 0.3620 k @ 7.170 ft, (Hip) Point Load : D = 0.2270, Lr = 0.3620 k @ 7.170 ft, (Hip) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.679: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 7.184 ft 36.21 psi= = 1,375.00 psi 4x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 4x12 Maximum Shear Stress Ratio 0.161 : 1 0.000 ft= = 934.30 psi Maximum Deflection 0 <360 655 Ratio =0 <240 Max Downward Transient Deflection 0.154 in 1139Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.267 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 14.527 ft 1 0.395 0.097 0.90 1.100 1.001.00 1.00 2.41 391.4 990.0 0.41 162.01.00 15.71.00 1.00Length = 0.05321 ft 1 0.004 0.097 0.90 1.100 1.001.00 1.00 0.02 3.7 990.0 0.41 162.01.00 15.71.00 1.00+D+L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.527 ft 1 0.408 0.105 1.00 1.100 1.001.00 1.00 2.76 448.8 1,100.0 0.50 180.01.00 19.01.00 1.00Length = 0.05321 ft 1 0.004 0.105 1.00 1.100 1.001.00 1.00 0.03 4.6 1,100.0 0.49 180.01.00 19.01.00 1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.527 ft 1 0.679 0.161 1.25 1.100 1.001.00 1.00 5.75 934.3 1,375.0 0.95 225.01.00 36.21.00 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:8 - C.B. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 0.05321 ft 1 0.006 0.161 1.25 1.100 1.001.00 1.00 0.05 8.5 1,375.0 0.93 225.01.00 36.21.00 1.00+D+0.750Lr+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.527 ft 1 0.612 0.149 1.25 1.100 1.001.00 1.00 5.18 841.7 1,375.0 0.88 225.01.00 33.51.00 1.00Length = 0.05321 ft 1 0.006 0.149 1.25 1.100 1.001.00 1.00 0.05 7.9 1,375.0 0.86 225.01.00 33.51.00 1.00+D+0.750L 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.527 ft 1 0.343 0.088 1.15 1.100 1.001.00 1.00 2.67 434.5 1,265.0 0.48 207.01.00 18.11.00 1.00Length = 0.05321 ft 1 0.003 0.088 1.15 1.100 1.001.00 1.00 0.03 4.3 1,265.0 0.47 207.01.00 18.11.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.527 ft 1 0.133 0.033 1.60 1.100 1.001.00 1.00 1.44 234.8 1,760.0 0.25 288.01.00 9.41.00 1.00Length = 0.05321 ft 1 0.001 0.033 1.60 1.100 1.001.00 1.00 0.01 2.2 1,760.0 0.24 288.01.00 9.41.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.2669 7.290 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.000 0.981 Max Upward from Load Combinations 1.000 0.981 Max Upward from Load Cases 0.562 0.550 D Only 0.438 0.431 +D+L 0.535 0.528 +D+Lr 1.000 0.981 +D+0.750Lr+0.750L 0.933 0.916 +D+0.750L 0.511 0.504 +0.60D 0.263 0.259 Lr Only 0.562 0.550 L Only 0.097 0.097 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:9 - H. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.010, Lr = 0.020 ksf, Tributary Width = 12.920 ft, (Roof) Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 2.0 ft, (Ceiling) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.210: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 1.500 ft 32.91 psi= = 1,462.50 psi 4x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 4x6 Maximum Shear Stress Ratio 0.146 : 1 0.000 ft= = 307.38 psi Maximum Deflection 0 <360 3795 Ratio =0 <240 Max Downward Transient Deflection 0.006 in 5900Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.009 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 3.0 ft 1 0.104 0.072 0.90 1.300 1.001.00 1.00 0.16 109.7 1,053.0 0.15 162.01.00 11.71.00 1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.107 0.074 1.00 1.300 1.001.00 1.00 0.18 125.0 1,170.0 0.17 180.01.00 13.41.00 1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.210 0.146 1.25 1.300 1.001.00 1.00 0.45 307.4 1,462.5 0.42 225.01.00 32.91.00 1.00+D+0.750Lr+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.184 0.128 1.25 1.300 1.001.00 1.00 0.40 269.4 1,462.5 0.37 225.01.00 28.81.00 1.00+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:9 - H. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 3.0 ft 1 0.090 0.063 1.15 1.300 1.001.00 1.00 0.18 121.2 1,345.5 0.17 207.01.00 13.01.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.0 ft 1 0.035 0.024 1.60 1.300 1.001.00 1.00 0.10 65.8 1,872.0 0.09 288.01.00 7.01.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0095 1.511 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.603 0.603 Max Upward from Load Combinations 0.603 0.603 Max Upward from Load Cases 0.388 0.388 D Only 0.215 0.215 +D+L 0.245 0.245 +D+Lr 0.603 0.603 +D+0.750Lr+0.750L 0.528 0.528 +D+0.750L 0.238 0.238 +0.60D 0.129 0.129 Lr Only 0.388 0.388 L Only 0.030 0.030 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:10 - D.B. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.010, Lr = 0.020 ksf, Tributary Width = 7.250->3.830 ft, (Roof) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.282: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 3.321 ft 31.47 psi= = 1,462.50 psi 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 4x8 Maximum Shear Stress Ratio 0.140 : 1 0.000 ft= = 412.60 psi Maximum Deflection 0 <360 1600 Ratio =0 <240 Max Downward Transient Deflection 0.034 in 2480Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.052 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 7.0 ft 1 0.139 0.069 0.90 1.300 1.001.00 1.00 0.37 146.3 1,053.0 0.19 162.01.00 11.11.00 1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.0 ft 1 0.282 0.140 1.25 1.300 1.001.00 1.00 1.05 412.6 1,462.5 0.53 225.01.00 31.51.00 1.00+D+0.750Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.0 ft 1 0.237 0.117 1.25 1.300 1.001.00 1.00 0.88 346.0 1,462.5 0.45 225.01.00 26.41.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 7.0 ft 1 0.047 0.023 1.60 1.300 1.001.00 1.00 0.22 87.8 1,872.0 0.11 288.01.00 6.71.00 . 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.08.30 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:10 - D.B. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0525 3.474 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.661 0.541 Max Upward from Load Combinations 0.661 0.541 Max Upward from Load Cases 0.428 0.348 D Only 0.233 0.193 +D+Lr 0.661 0.541 +D+0.750Lr 0.554 0.454 +0.60D 0.140 0.116 Lr Only 0.428 0.348 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:11 - RIDGE BEAM (R.B.) Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.010, Lr = 0.020 ksf, Tributary Width = 11.210 ft, (Roof) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.144: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 1.584 ft 19.56 psi= = 1,125.00 psi 2x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 2x12 Maximum Shear Stress Ratio 0.087 : 1 0.000 ft= = 161.65 psi Maximum Deflection 0 <180 13982 Ratio =0 <120 Max Downward Transient Deflection 0.002 in 21202Ratio =>=180 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.003 in Ratio =>=120 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 3.167 ft 1 0.068 0.041 0.90 1.000 1.001.00 1.00 0.15 55.0 810.0 0.07 162.01.00 6.71.00 1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.167 ft 1 0.144 0.087 1.25 1.000 1.001.00 1.00 0.43 161.6 1,125.0 0.22 225.01.00 19.61.00 1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.167 ft 1 0.120 0.073 1.25 1.000 1.001.00 1.00 0.36 135.0 1,125.0 0.18 225.01.00 16.31.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.167 ft 1 0.023 0.014 1.60 1.000 1.001.00 1.00 0.09 33.0 1,440.0 0.04 288.01.00 4.01.00 . 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:11 - RIDGE BEAM (R.B.) Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0027 1.595 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.538 0.538 Max Upward from Load Combinations 0.538 0.538 Max Upward from Load Cases 0.355 0.355 D Only 0.183 0.183 +D+Lr 0.538 0.538 +D+0.750Lr 0.450 0.450 +0.60D 0.110 0.110 Lr Only 0.355 0.355 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:12 - C.B. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Completely Unbraced Allowable Stress Design Douglas Fir-Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 7.125 ft, (Ceiling) Point Load : D = 0.5180, Lr = 0.8450 k @ 0.750 ft, (Hip) Point Load : D = 0.5180, Lr = 0.8450 k @ 0.750 ft, (Hip) Point Load : D = 0.180, Lr = 0.360 k @ 0.750 ft, (BEAM 11) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.521: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 0.754 ft 152.18 psi= = 1,454.26 psi 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 4x8 Maximum Shear Stress Ratio 0.676 : 1 0.000 ft= = 757.36 psi Maximum Deflection 0 <360 2436 Ratio =0 <240 Max Downward Transient Deflection 0.010 in 4036Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.016 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 3.330 ft 1 0.278 0.360 0.90 1.300 1.001.00 1.00 0.75 291.8 1,048.8 0.99 162.01.00 58.31.00 1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.330 ft 1 0.274 0.349 1.00 1.300 1.001.00 1.00 0.81 318.9 1,164.8 1.06 180.01.00 62.81.00 1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 3.330 ft 1 0.521 0.676 1.25 1.300 1.001.00 1.00 1.94 757.4 1,454.3 2.57 225.01.00 152.21.00 0.99+D+0.750Lr+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 3.330 ft 1 0.455 0.587 1.25 1.300 1.001.00 1.00 1.69 661.3 1,454.3 2.23 225.01.00 132.11.00 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:12 - C.B. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.99+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 3.330 ft 1 0.233 0.298 1.15 1.300 1.001.00 1.00 0.80 312.1 1,338.6 1.04 207.01.00 61.71.00 0.99+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 0.99Length = 3.330 ft 1 0.094 0.121 1.60 1.300 1.001.00 1.00 0.45 175.1 1,858.1 0.59 288.01.00 35.01.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.0164 1.471 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 2.599 0.804 Max Upward from Load Combinations 2.599 0.804 Max Upward from Load Cases 1.588 0.462 D Only 1.011 0.342 +D+L 1.129 0.461 +D+Lr 2.599 0.804 +D+0.750Lr+0.750L 2.291 0.778 +D+0.750L 1.100 0.431 +0.60D 0.606 0.205 Lr Only 1.588 0.462 L Only 0.119 0.119 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Stud Calc Stud Height L =8.00 ft Stud Spacing s =16.00 in Height of Wall z =8.00 ft Elevation Height zg =112 ft Wind Speed V =95 mph Wind Exposure C Latera Load Effective Area =28.4 ft2 Wind Directionality Kd =0.85 Topography Factor Kt =1.00 Ground Elevation Factor Ke =1.00 Velocity Pressure Exposure Coefficient Kz =0.85 Velocity Pressure qz = 0.00256KzKztKdKeV2 =16.60 psf Internal Pressure Coefficient (GCpi)=-0.18 External Pressure GCp =-1.38 Wind pressure =-25.9 psf Axial Load D+Lr A Dead Load PD =473 lbs Roof Live Load PLr =342 lbs Live Load PL =0 lbs Snow Load Ps =0 lbs Breadth b =1.5 in Depth d =3.5 in ASD Load Pa = 815 lbs Actual Compressive Stress fc = Pa / (bd)=155 psi Grade No. 2 Compressive Stress Fc =1350 psi Minimum Modulus of Elasticity Emin =580000 psi Effective Length le =96 in Buckling Coefficient k =1.0 Slender Ratio le / d =27.4 < 50 OK Size Factor CF =1 Load Duration Factor CD =1.25 Compression Stress Design Fc* = Fc bdCDCF =1688 psi c =0.8 =634 psi Column Stability Factor =0.34 Compressive Load Allowed F'c = Fc * * CP =574 psi Demand Capacity Ratio DCR = fc / F'c =0.270 F 0.822E l d C 1 F F ∗ 2c 1 F F ∗ 2c F F ∗ c A sL 3 p q GC GC 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Moment D+0.6W Wind Load Wa = p * s =20.7 plf Moment =165.5 lb-ft Section Modulus Sx = bd2 / 6 =3.06 in3 Bending Stress fb = M / Sx =648 psi Design Bending Stress Fb =900 psi Repetitive Member Factor Cr =1.15 Load Duration CD =1.6 Size Factor CF =1 F* b =1656 psi Effective Length le = 1.63L + 3d =13.9 ft Slenderness Ratio =16.12 < 50 OK Beam Stability Factor CL =1.00 F'b = F*b CL =1656 psi Demand Capacity Ratio DCR = fb / F'b =0.39 < 1 OK Interaction Equatio D+0.75L+75(0.6W)+0.75Lr Bending and Compression Capacity =0.32 < 1 OK R l d b f F f F M wl 8 2710 N Laird St & 2209 W Laramore Ln10/7/2024 ! 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Category C Velocity Pressures q z =.00256 z V Height (ft) Kz qz he = 8.00 ft 0.849 16.60 h = 10.09 ft 0.849 16.60 z = 8 ft 0.849 16.60 L = Parallel to wind dir. z = ft 0.849 16.60 B = Perp. to wind dir. z = ft 0.849 16.60 z = 0 ft 0.849 16.60 Design Pressures p = qGC p - q h (GC pi ) Transverse Direction:Note: Pressures are limit state design pressures for strength design. Multiple by 0.6 for ASD. L = 36.5 L/B = 1.60 B = 22.75 h/L = 0.28 Design Pressure (psf) z (ft) qz (psf) Cp qGCp (+GCpi) (-GCpi) Windward Wall 8.00 16.60 0.80 11.29 8.30 14.28 16.64 0.00 16.60 0.80 11.29 8.30 14.28 16.64 0.00 16.60 0.80 11.29 8.30 14.28 16.64 0.00 16.60 0.80 11.29 8.30 14.28 16.64 Leeward Wall 10.09 16.60 -0.38 -5.35 -8.34 -2.36 Windward Roof (Positive) 10.09 16.60 0.24 3.34 0.35 6.33 Windward Roof (Negative) 10.09 16.60 -0.26 -3.64 -6.63 -0.65 Leeward Roof 10.09 16.60 -0.60 -8.47 -11.46 -5.48 Total Roof load, pr =-11.81 -11.81 MIN (SIN* pr , 8) =8.00 Level Height Height Above Below Wind Load 1 8 4.17 8.00 101 2 0 3 0 Longitudinal Direction:Note: Pressures are limit state design pressures for strength design. Multiple by 0.6 for ASD. L = 22.75 L/B = 0.62 B = 36.5 h/L = 0.44 Design Pressure (psf) z (ft) qz (psf) Cp qGCp (+GCpi) (-GCpi) Windward Wall 8.00 16.60 0.80 11.29 8.30 14.28 18.35 0.00 16.60 0.80 11.29 8.30 14.28 18.35 0.00 16.60 0.80 11.29 8.30 14.28 18.35 0.00 16.60 0.80 11.29 8.30 14.28 18.35 Leeward Wall 10.09 16.60 -0.50 -7.06 -10.04 -4.07 Windward Roof (Positive) 10.09 16.60 0.14 1.95 -1.04 4.94 Windward Roof (Negative) 10.09 16.60 -0.32 -4.59 -7.57 -1.60 Leeward Roof 10.09 16.60 -0.60 -8.47 -11.46 -5.48 Total Roof load, pr =-10.42 -10.42 MIN (SIN* pr , 8) = 8.00 Level Height Height Above Below Wind Load 1 8 4.17 8.00 107 0 0 2710 N Laird St & 2209 W Laramore Ln10/7/2024 ! "#$%&!' (()*+! 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Phone CALCULATED BY 0 DATE 1/0/00 0 CHECKED BY 0 DATE 1/0/00 Seismic Loads:ASCE 7- 16 Strength Level Forces Risk Category : II Importance Factor (I) : 1.00 Site Class : D - code default Ss (0.2 sec) = 134.50 %g S1 (1.0 sec) = 47.80 %g Fa = 1.200 Sms = 1.614 SDS =1.076 Design Category = D Fv 1.822 Sm1 = 0.871 SD1 =0.581 Design Category D Seismic Design Category =D Redundancy Coefficient ρ 1.30 Number of Stories 2 Structure Type Light Fram Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame (wood) walls with structural wood shear panels System Structural Height Limit: 65 ft Actual Structural Height (hn) 10.1 f See ASCE7 Section 12.2.5 for exceptions and other system limitatio DESIGN COEFFICIENTS AND FACTOR Response Modification Coefficient (R) 6.5 Over-Strength Factor (Ωo) 2.5 Deflection Amplification Factor (Cd) 4 DS =1.07 D1 =. e sm c oa ec +-v = ρ E +- .DS = .e +. pec a e sm c oa ec m m +- v = o E +- .DS = .e +. = ea oa PERMITTED Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysi - Permitte u ng per o coe . T =.u = . pprox fundamental period (Ta) T n = 0.11 se x= 0.7 Tmax = CuTa = 0.15 User calculated fundamental period (T) se Use T = 0.11 Long Period Transition Period (TL) ASCE7 map =8 e sm c response coe . s DS =. need not exceed Cs =Sd1 I /RT =0.789 but not less than Cs 0.044SdsI 0.04 USE Cs = 0.166 Design Base Shear V =0.166W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIF Structure Type: All other structures Allowable story drift Δa = 0.020hsx where hsx is the story height below level x E = horizontal seismic orc 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Company JOB TITLE 0 Address 0 0 City, State JOB NO.0 SHEET NO. Phone CALCULATED BY 0 DATE 1/0/00 0 CHECKED BY 0 DATE 1/0/00 Seismic Loads:ASCE 7- 16 Strength Level Forces Risk Category : II Importance Factor (I) : 1.00 Site Class :D - code default Ss (0.2 sec) =134.50 %g S1 (1.0 sec) =47.80 %g Fa =1.200 Sms =1.614 SDS =1.076 Design Category =D Fv =1.822 Sm1 =0.871 SD1 =0.581 Design Category =D Seismic Design Category =D Redundancy Coefficient ρ =1.30 Number of Stories:2 Structure Type:Light Frame Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: Cantilevered Column Systems detailed to conform to the requirements for: Seismic resisting system: Timber frames System Structural Height Limit: 35 ft Actual Structural Height (hn) =10.1 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) =1.5 Over-Strength Factor (Ωo) =1.5 Deflection Amplification Factor (Cd) =1.5 SDS =1.076 SD1 =0.581 Seismic Load Effect (E) = Eh +/-Ev = ρ QE +/- 0.2SDS D = 1.3Qe +/-0.215D Special Seismic Load Effect (Em) =Emh +/- Ev = Ωo QE +/- 0.2SDS D = 1.5Qe +/-0.215D D = dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef. (CT) =0.020 Cu = 1.40 Approx fundamental period (Ta) =CThn x = 0.113 sec x= 0.75 Tmax = CuTa = 0.158 User calculated fundamental period (T) =sec Use T = 0.113 Long Period Transition Period (TL) =ASCE7 map =8 Seismic response coef. (Cs) =SDSI/R =0.717 need not exceed Cs =Sd1 I /RT =3.420 but not less than Cs =0.044SdsI =0.047 USE Cs =0.717 Design Base Shear V =0.717W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type:All other structures Allowable story drift Δa =0.020hsx where hsx is the story height below level x QE = horizontal seismic force 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Story Weight Area Int. Partition Story Load Floor Weight Story Height Above Story Height Below Tributary Wall Height Parapet Wall Wall type Wall Load Wall Weight Total Story Weight A (ft)Qpart (psf) Qfloor (psf)A (Qpart + Qfloor) = Pfloor (lbs)Supper (ft) Slower (ft)(Supper + Slower) /2 = h (ft)hp (ft) Qwall (psf)Lperimeter (ft) Qwall * (h+hp) = Pwall (lbs) Pfloor + Pwall = W (lbs) A 935 Roof 5 15 18700 0 8.0 4.0 0 Exterior 15 119 7110 25810 B 45 Roof 15 675 8.0 4.0 0 0 675 ta =0.113 Cs =0.166 k = 1.000 Total Weight, W = 26485 lbs SDS = 1.076 V = CsW = 4384 lbs Shear Wall Force hxwx Story Section x (ft) wx (lbs) hxwx (ft-lbs)hxwx Cvx 1 A 8.0 25,810 206480 0.97 4,273 1 B 8.0 675 5400 0.03 112 Linear Forces for Shear Wall Section Area Qe (psf) A 748.00 5.71 B 43.00 2.60 Section Floor Type 2710 N Laird St & 2209 W Laramore Ln10/7/2024 2710 N Laird St & 2209 W Laramore Ln10/7/2024 SHEAR LINE LOAD Story Section Qe (psf)Long. (plf) Tran. (plf) 1 A 5.71 101 107 1 B 2.60 101 107 Longitudinal Seismic Wind Line Section Tributary Width (ft) Tributary Depth Shear Line Above Offset (ft) Distance to shear wall (ft) Seismic (psf)Diaphragm Load (lbs) Load from Above (ft) Load on Wall (lbs) Total Load (lbs)Wind (plf)Diaphragm Load (lbs) Load from Above (ft) Load on Wall (lbs) Total Load (lbs) 1 A 5.250 15.00 5.71 450 0 0 450 101 532 0 0 532 2 A 5.250 15.00 5.71 450 0 0 450 101 532 0 0 532 2 A 13.000 22.75 5.71 1689 0 0 1689 101 1316 0 0 1316 2 B 2.720 7.75 2.60 55 0 0 55 101 275 0 0 275 1' B 2.720 7.75 2.60 55 0 0 55 101 275 0 0 275 3 A 13.000 22.75 5.71 1689 0 0 1689 101 1316 0 0 1316 Transverse Seismic Wind Line Section Tributary Width (ft) Tributary Depth Shear Line Above Offset (ft) Distance to shear wall (ft) Seismic (psf)Diaphragm Load (lbs) Load from Above (ft) Load on Wall (lbs) Total Load (lbs)Wind (plf)Diaphragm Load (lbs) Load from Above (ft) Load on Wall (lbs) Total Load (lbs) A A 7.5 10.50 5.71 450 0 0 450 107 801 0 0 801 A A 11.375 26.00 5.71 1689 0 0 1689 107 1214 0 0 1214 B A 7.5 10.50 5.71 450 0 0 450 107 801 0 0 801 C A 11.375 26.00 5.71 1689 0 0 1689 107 1214 0 0 1214 B B 3.8 5.58 2.60 55 0 0 55 107 406 0 0 406 C B 3.8 5.58 2.60 55 0 0 55 107 406 0 0 406 0.00 0 0 0 0 0 0 0 0 0 0.00 0 0 0 Seismic Wind, Long Seismic Wind, Tran Line lbs lbs Line lbs lbs 1 450 532 A 2139 2015 2 2194 2123 B 505 1206 3 1689 1316 C 1744 1620 1' 55 275 Wind Load 2710 N Laird St & 2209 W Laramore Ln10/7/2024 SHEAR WALLS Longitudinal Note: For "Special Case", lateral analysis are provided on following pages E W LINE Total Length Shear Shear per ft.Shear Shear per ft. ASD, va (plf)Model # lbs Min. Thickness Strap lbs Min. Thickness 1 4.000 450 112 532 133 A 200 SDS =1.076 HDU2 3075 3.5 CS16 1705 1.5 2 6.090 2194 360 2123 349 B 340 =1.3 HDU4 4565 3.5 CS14 2490 3 3 8.000 1689 211 1316 165 C 510 0 =2.50 HDU5 5645 3.5 CMST16 4690 3 D 665 Cd =4 HDU8 7870 5.5 CMST14 6475 3.5 b h h / b rf = MIN [ 2b / h , 1 ] Q w Q f d D w = Q w * d * b /2 D f = Q f * h * b /2 E 0.7 E U i = h * E U i + 1 U n = ( .7 U i + U i + 1 ) - (0 .6 - .1 4 S DS ) ( D w + W 0.6 n W U i = h * W U n + 1 U n = . 6 U i + U n + 1 - .6 ( D w + D f ) Line Length Height Aspect Ratio Reduction Factor Wall Load Floor Load Tributary Depth Resisting Dead Load Wall Resisting Dead Load Floo Shear ASD Shear Uplift Uplift From bove Net Uplift Shear ASD Shear Uplift Uplift From bove Net Uplift Shear Type va * rf, plf Floor To Floor Foundation Hold Down Min. End Post 1 4.00 8.00 2.00 1.00 15 15 3.58 240 107.4 112 102 900 0 663 133 80 1063 0 429 A 200 CS16 HDU2 4x4 2 3.17 8.00 2.52 0.79 15 15 5.58 190.2 132.6645 360 328 2882 0 2478 349 209 2789 0 1480 C 404 CMST16 HDU2 4x4 2 2.92 8.00 2.74 0.73 15 15 3.08 175 67 360 328 2882 0 2514 349 209 2789 0 1528 C 372 CMST16 HDU2 4x4 3 8.00 8.00 1.00 1.00 15 15 480 0 211 192 1689 0 1322 165 99 1316 0 502 A 200 CS16 HDU2 4x4 Transverse VE W LINE Total Length Shear Shear per ft.Shear Shear per ft.Note: For "Special Case", lateral analysis are provided on following pages A 5.08 2139 421 2015 397 B 3.75 505 135 1206 322 C 3.75 1744 465 1620 432 b h h / b rf = MIN [ 2b / h , 1 ] Q w Q f d D w = Q w * d * b /2 D f = Q f * h * b /2 E 0.7 E U i = h * E U n + 1 U n = ( .7 U i + U n + 1 ) - (0 .6 - .1 4 S DS )( D w + W 0.6 n W U i = h * W U i + 1 U n = . 6 U i + U i + 1 - .6 ( D w + D f ) Line Length Height Aspect Ratio Reduction Factor Wall Load Floor Load Tributary Depth Resisting Dead Load Wall Resisting Dead Load Floo Shear ASD Shear Uplift Uplift From bove Net Uplift Shear ASD Shear Uplift Uplift From bove Net Uplift Shear Type va * rf, plf Floor To Floor Foundation Hold Down End Post A 5.08 8.00 1.57 1.00 15 15 12.83 305 489 421 383 3369 0 2709 397 238 3173 0 1428 C 510 CMST16 HDU2 4x4 B 3.75 8.00 2.13 0.94 15 15 5.17 225 145 135 123 1077 0 814 322 193 2573 0 1322 A 188 CS16 HDU2 4x4 C 3.75 8.00 2.13 0.94 15 15 1 225 28 465 423 3721 0 3273 432 259 3456 0 1922 C 478 CMST16 HDU4 4x4 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Vertical Distribution of Seismic Forces ta =0.113 k = 1.000 SDS =1.076 Wind Section lbs Fi (lbs) Fpxmin Fpxmax qE (psf)Long Tran A 25,810 4,273 5,554 11109 7.4 101 107 B 675 112 145 291 3.4 101 107 Chord Section Long. (ft), L Tran. (ft), B .7Vx .6V, Long Wind .6V, Long Wind Shear Per End, Vx / 2 , Long Shear Per End, Vx / 2, Tran vi_long (plf) vi_tran (plf) Diaphargm Longitual Direction Case 1? Long. Capacity (plf) Trans. Capacity (plf) Status Capacity of (2) 2x4, lbs A 36.50 22.75 4,316 2218 1457 2158 2158 95 59 8d @ 6" o.c., 15/32 Struct. I, Unblocked (Roof Only)HIP 180 180 OK 866 336 9660 B 5.58 7.75 102 339 496 170 248 22 44 8d @ 6" o.c., 15/32 Struct. I, Unblocked (Roof Only)N 180 240 OK 9 18 9660 Earthquake Load Distributed Shear Force to Each Story Section V L 8B ,lbs B 8L ,lbs 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Drag Calculations Shear Line 1 Shear Line 2 Shear Line 3 Wind Load, W 532 Wind Load, W 2123 Wind Load, W 1316 Seismic Load, E 585 Seismic Load, E 2852 Seismic Load, E 2196 Max [0.6W, 0.7E*1.25] 665 Max [0.6W, 0.7E*1.25] 3244 Max [0.6W, 0.7E*1.25] 1922 Diaphragm Length 15.00 44 Lumber Size Capacity Diaphragm Length 22.75 143 Lumber Size Capacity Diaphragm Length 22.75 84 Lumber Size Capacity Total Shear Wall Length 4.00 166 (2) 2x4 9660 Total Shear Wall Length 6.08 533 (2) 2x4 9660 Total Shear Wall Length 0.00 #DIV/0! (2) 2x4 9660 Shear Wall Length Drag Force Strap? Model Shear Wall Length Drag Force Strap? Model Shear Wall Length Drag Force Strap? Model Y 4.000 -488 3.833 547 Y (1) CS16 8.000 676 11 0 10.833 2091 Y (1) CS14 14.75 1922 0 Y 3.167 854 1922 0 2 1139 1922 0 Y 2.917 0 1922 0 0 1922 0 0 1922 0 0 1922 0 0 1922 0 0 1922 Shear Line A Shear Line B Shear Line C Wind Load, W 2015 Wind Load, W 1206 Wind Load, W 1620 Seismic Load, E 2781 Seismic Load, E 656 Seismic Load, E 2268 Max [0.6W, 0.7E*1.25] 3163 Max [0.6W, 0.7E*1.25] 747 Max [0.6W, 0.7E*1.25] 2580 Diaphragm Length 36.50 87 Lumber Size Capacity Diaphragm Length 36.41 21 Lumber Size Capacity Diaphragm Length 31.25 83 Lumber Size Capacity Total Shear Wall Length 5.08 623 (2) 2x4 9660 Total Shear Wall Length 3.75 199 (2) 2x4 9660 Total Shear Wall Length 3.75 688 (2) 2x4 9660 Shear Wall Length Drag Force Strap? Model Shear Wall Length Drag Force Strap? Model Shear Wall Length Drag Force Strap? Model 16.670 1445 3.330 68 5.330 440 Y (1) CS16 Y 5.08 -1278 Y 3.75 -601 22.17 2270 14.750 0 3.830 -523 Y (1) CS16 Y 3.750 0 0 25.5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Cantilever Post Design Spectral Acceleration SDS =1.076 Response Modification Coefficient, R R =1.50 Overstrength Factor 0 =1.500 Deflection Amplification Factor Cd =1.500 Height of Post L =7.33 ft Axial Load Dead Load PD =230 lbs Roof Live Load PLr =430 lbs Live Load PL =0 lbs Snow Load Ps =0 lbs Lateral Load 1' Wind Load VW =275 lbs Seismic Load VE =55 lbs Conversion Factor ( Rt / Rsw )=4.33 Number of Columns n =2 Wind Load per Post VW,post = Vw / n =138 lbs Seismic Load per Post VE,post = ( Rt / Rsw ) VE / n =119 lbs Column D+Lr Breadth b =5.5 in Depth d =5.5 in ASD Load Pa = 660 lbs Actual Compressive Stress fc = Pa / (bd)=22 psi Grade No. 1 Compressive Stress Fc =1500 psi Minimum Modulus of Elasticity Emin =620000 psi Effective Length le =88 in Buckling Coefficient k =2 Slender Ratio le / d =33.6 < 50 OK Size Factor CF =1 Load Duration Factor CD =1.25 Compression Stress Design Fc* = FcbdCDCF =1875 psi c =0.8 =1993 psi Column Stability Factor =0.71 Compressive Load Allowed F'c = Fc *CP =1334 psi Load Required DCR = fc / F'c =0.016 F 0.822E l d C 1 F F ∗ 2c 1 F F ∗ 2c F F ∗ c 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Bending (06+0.14SDS)D+0.7ΩE Shear Load Va =125 lbs Moment Ma = VL =913 lb-ft Section Modulus Sx = bd2 / 6 =27.73 in3 Bending Stress fb = M / Sx =395 psi Design Bending Stress Fb =1000 psi Load Duration CD =1.6 Size Factor CF =1 F* b =1600 psi Effective Length =15.1 ft Slenderness Ratio =5.74 < 50 OK =22610 psi Beam Stability Factor =1.00 F'b = F*b CL =1594 psi Demand Capacity Ratio DCR = fb / F'b =0.25 < 1 OK Interaction Equation (06+0.14SDS)D+0.7ΩE Bending and Compression Capacity =1.00 < 1 OK MPB66Z Non-Reinforced Concret Moment Capacity M =1645 lb-ft Demand Capacity Ratio DCR = Ma / M =0.555 < 1 OK Deflection Bending Deflection =0.24 in Rotation Stiffness K =2405000 in-lb Rotation Deflection =0.44 in Total Deflection =0.68 in Deflection Amplification Factor Cd =1.500 Maximum Elastic Displacement =1.03 in Allowable Story Drift =1.76 in Demand Capacity Ratio =0.58 < 1 OK C 1 F F ∗ 1.9 1 F F ∗ 1.9 F F ∗ 0.95 R l d b F 1.20E R 𝑙 𝑙 𝑑 7 1.87𝑙 𝑙 𝑑 7 1.44𝑙 3𝑑 Δ VL 3EI Δ M K L Δ Δ Δ Δ C Δ I Δ 0.02L DCR Δ Δ 𝑀𝐴𝑋 𝑓 𝐹 𝑓 𝐹1 𝑓 𝐹 f F f F 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Spread Footing Load Soil Bearing Pressure q = 1500 psf D Lr L Snow Roof 10 20 0 0 Floor 15 0 40 0 Ceiling 5 0 10 0 Exterior Wall 15 0 0 0 Interior Wall 10 0 0 0 Floor 15 0 40 0 Deck/Balcony 15 0 60 0 1 2 3 A B C 2' Tributary Roof 5.33 7 7.17 12.83 2 9 1 Floor Ceiling 2 7.7085 5.2915 7.2085 7.2085 2 13 Exterior Wall 8 8 8 8 8 8 Interior Wall 8 Floor Deck/Balcony D (plf) 408 454 443 509 401 445 436 Lr (plf) 107 140 143 257 40 180 20 L (plf) 20 77 53 72 72 20 130 S (plf) 0 0 0 0 0 0 0 Grid Line 1 2 3 A B C 2' Control Combination D+Lr D+0.75L+0.75Lr D+0.75L+0.75Lr D+Lr D+0.75L+0.75Lr D+Lr D+L Load (plf) 515 616 590 766 485 625 566 Wall Width (in) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Loaction of wall (in) 6.00 6.00 6.00 6.00 6.00 6.00 7.50 Moment of Wall (lb-ft / ft) 257 308 295 383 243 313 354 Stem Depth (ft) Stem Width (ft) Footing Depth (ft) 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Footing Width (ft) 1 1 1 1 1 1 1.25 Concrete Weight (plf) 225 225 225 225 225 225 281 Pstem (plf)0 0 0 0 0 0 0 Pfooting (plf)225 225 225 225 225 225 281 Mstem+Mfooting (lb-ft / ft)113 113 113 113 113 113 176 Mtotal (lb-ft / ft)370 421 408 495 355 425 530 Ptotal (plf)740 841 815 991 710 850 848 Mtotal / Ptotal (ft)0.5 0.5 0.5 0.5 0.5 0.5 0.6 e (ft)0.00 0.00 0.00 0.00 0.00 0.00 0.00 L/6 (ft)0.17 0.17 0.17 0.17 0.17 0.17 0.21 q (psf) 740 841 815 991 710 850 678 Allow Point Load (lbs) 4561 3952 4108 3054 4739 3900 6165 C+4D D C 2710 N Laird St & 2209 W Laramore Ln10/7/2024 PAD SCHEDULE Soil Pressure q = 1500 psf Symbol Square Depth Rebar Quantity (Each Way)Rebar Size Bearing Capacity P18 18'' 18'' 3 #4 2869 P24 24'' 18'' 3 #5 5100 P30 30'' 18'' 4 #5 7969 P36 36'' 18'' 4 #5 11475 P42 42'' 18'' 5 #5 15619 P48 48'' 18'' 6 #5 20400 P54 54'' 18'' 6 #5 25819 P60 60'' 18'' 7 #5 31875 P66 66'' 18'' 7 #5 38569 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Job#R23- 0943 Le Addition & Detached ADU Design Criteria: 1-Code: CALIFORNIA BLDG CODE 2022 2-Wind: 95 MPH, Exposure: C 3- SITE CLASS D - code default, SEISMIC DESIGN CATEGORY D 4- ꞏ Douglas Fir Larch with Max 19% Moisture Content prior to installation of finish Materials. ꞏ 4x Members use No.2 or better ꞏ 6x, 8x members use No.1 or better ꞏ Studs, plates and blocking stud grade or better ꞏ 2x joists and rafters No.2 or better ꞏ Mud sills pressure treated utility grade or betterꞏ 5-Ultimate strength concrete: 2500 PSI (min) 6-Soils Min. Bearing Pressure: 1500 psf per CBC 2022. CH.18. Per approval of Bldg Dept. Soils and Geology: Soils Report by: N/A Notice: Use restrictions of these calculations. The attached Calculations are valid only when bearing original signature hereon, photocopy is void. Contractor/Client to verify existing dimensions/conditions prior to construction. The use of these calculations is solely intended for the above mentioned project. (909) 569-1886 | info@getstructural.com 3000 E. BIRCH STREET, SUITE 201, BREA, CA 92821 2209 W Laramore Lane Santa Ana, CA 92706 8/1/2024 SINGLE FAMILY RESIDENCE REMODEL at: STRUCTURAL CALCULATIONS FOR 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Design Loads Component Weight (psf) Roof Load Comp Roofing 4.00 Plywood Sheathing -1/2" 1.50 Roof Framing 2.50 Miscellaneous (Lighting, Mechanical, etc.)5 Dead Load = 13.00 (psf) Roof Live Load = 20.00 (psf) Snow Load = 0.00 (psf) aulted Roof Load Comp Roofing 4.00 Plywood Sheathing -1/2" 1.50 Roof Framing 2.50 R-19 Batt Insulation 2.00 Gyp. Board 3.00 Miscellaneous (Lighting, Mechanical, etc.)5 Dead Load = 18.00 (psf) Roof Live Load = 20.00 (psf) Snow Load = 0.00 (psf) Exterior Wood Frame Walls: Stucco 7.00 Plywood Sheathing - 1/2" 1.50 2x Studs @ 16" o.c. 1.50 R-19 Batt Insulation 2.00 Gyp Board 3.00 Dead Load = 15.00 (psf) Interior Wood Frame Walls: 2x Studs @16" O.C. 1.50 Miscellaneuous 2.50 Gyp Board x2 6.00 Dead Load = 10.00 (psf) Ceiling Load: R-19 Batt Insulation 2.00 Gyp. Board 3.00 Dead Load = 5.00 (psf) Live Load = 10.00 (psf) Interior Wood Floor Framing Sheathing 4.00 Framing 4.00 R-19 Batt Insulation 2.00 Gyp Board 3.00 Miscellaneous (Lighting, Mechanical, etc.)2.00 Dead Load = 15.00 (psf) Live Load = 40.00 (psf) Deck Floor Framing Sheathing 4.00 Framing 4.00 R-19 Batt Insulation 2.00 Gyp Board 3.00 Miscellaneous (Lighting, Mechanical, etc.)2.00 Dead Load = 15.00 (psf) Live Load = 60.00 (psf) Snow Load = 0.00 (psf) 2710 N Laird St & 2209 W Laramore Ln10/7/2024 JOIST ANALYSIS Name LOAD Span, ft Type Size Spacing, in QD QLr QL QS COMB. Moment, lb‐ft Moment Stress, psi Allowable Bending Stress, psi DCR Shear, lbs Shear Stress, psi Allowable Shear Stress, psi DCR Total Limit Transient Limit RR2 Roof 8.50 DF-L No. 2 2x6 24 13 20 0 0 D+Lr 596.06 945.82 1681.88 0.56 280.50 51.00 225.00 0.227 0.116 0.850 0.141 0.567 CJ1 Ceiling 12.17 DF‐L No. 2 2x6 24 5 0 10 0 D+L 555.13 880.87 1345.50 0.65 182.51 33.18 180.00 0.184 0.222 0.811 0.296 0.608 Delfection, in.psf 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:4 - R.B. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.1 1,000.0 1,000.0 1,500.0 625.0 1,700.0 620.0 180.0 675.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 9.250 ft, (Roof) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.668: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 6.000 ft 60.73 psi= = 1,375.00 psi 4x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 4x12 Maximum Shear Stress Ratio 0.270 : 1 0.000 ft= = 918.04 psi Maximum Deflection 0 <180 690 Ratio =0 <120 Max Downward Transient Deflection 0.123 in 1170Ratio =>=180 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.209 in Ratio =>=120 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 12.0 ft 1 0.381 0.154 0.90 1.100 1.001.00 1.00 2.32 376.8 990.0 0.65 162.01.00 24.91.00 1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.668 0.270 1.25 1.100 1.001.00 1.00 5.65 918.0 1,375.0 1.59 225.01.00 60.71.00 1.00+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.569 0.230 1.25 1.100 1.001.00 1.00 4.82 782.7 1,375.0 1.36 225.01.00 51.81.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.128 0.052 1.60 1.100 1.001.00 1.00 1.39 226.1 1,760.0 0.39 288.01.00 15.01.00 . 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:4 - R.B. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.2086 6.044 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.883 1.883 Max Upward from Load Combinations 1.883 1.883 Max Upward from Load Cases 1.110 1.110 D Only 0.773 0.773 +D+Lr 1.883 1.883 +D+0.750Lr 1.605 1.605 +0.60D 0.464 0.464 Lr Only 1.110 1.110 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:5 - H. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 7.830 ft, (Roof) Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 2.0 ft, (Ceiling) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.570: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 54.41 psi= = 1,462.50 psi 4x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 225.00 psi== Section used for this span 4x6 Maximum Shear Stress Ratio 0.242 : 1 0.000 ft= = 834.10 psi Maximum Deflection 0 <360 699 Ratio =0 <240 Max Downward Transient Deflection 0.059 in 1217Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.103 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 6.0 ft 1 0.337 0.143 0.90 1.300 1.001.00 1.00 0.52 354.9 1,053.0 0.30 162.01.00 23.21.00 1.00+D+L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.356 0.151 1.00 1.300 1.001.00 1.00 0.61 416.1 1,170.0 0.35 180.01.00 27.11.00 1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.570 0.242 1.25 1.300 1.001.00 1.00 1.23 834.1 1,462.5 0.70 225.01.00 54.41.00 1.00+D+0.750Lr+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.520 0.220 1.25 1.300 1.001.00 1.00 1.12 760.2 1,462.5 0.64 225.01.00 49.61.00 1.00+D+0.750L 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.298 0.126 1.15 1.300 1.001.00 1.00 0.59 400.8 1,345.5 0.34 207.01.00 26.11.00 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:5 - H. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 6.0 ft 1 0.114 0.048 1.60 1.300 1.001.00 1.00 0.31 212.9 1,872.0 0.18 288.01.00 13.91.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.1030 3.022 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.818 0.818 Max Upward from Load Combinations 0.818 0.818 Max Upward from Load Cases 0.470 0.470 D Only 0.348 0.348 +D+L 0.408 0.408 +D+Lr 0.818 0.818 +D+0.750Lr+0.750L 0.745 0.745 +D+0.750L 0.393 0.393 +0.60D 0.209 0.209 Lr Only 0.470 0.470 L Only 0.060 0.060 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:6 - H. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist MicroLam LVL 2.0 E 2,600.0 2,600.0 2,510.0 750.0 2,000.0 1,016.54 285.0 1,555.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 1.330 ft, ([N]Roof) Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 6.170 ft, ([N]Ceiling) Uniform Load : D = 0.0130, Lr = 0.020 ksf, Tributary Width = 16.750 ft, ([E]Roof) Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 5.80 ft, ([E]Ceiling) Point Load : D = 0.770, Lr = 1.110 k @ 7.750 ft, (4 - R.B.) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.666: 1 Load Combination +D+Lr Span # where maximum occurs Span # 1 Location of maximum on span 6.673 ft 161.18 psi= = 3,254.63 psi 2-1.75x11.87Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr = = = 356.25 psi== Section used for this span 2-1.75x11.87 Maximum Shear Stress Ratio 0.452 : 1 10.535 ft= = 2,167.65 psi Maximum Deflection 0 <360 383 Ratio =0 <240 Max Downward Transient Deflection 0.199 in 692Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.360 in Ratio =>=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 11.50 ft 1 0.412 0.280 0.90 1.001 1.001.00 1.00 6.62 966.0 2,343.3 1.99 256.51.00 71.71.00 1.00+D+L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.50 ft 1 0.480 0.324 1.00 1.001 1.001.00 1.00 8.57 1,250.5 2,603.7 2.56 285.01.00 92.41.00 1.00+D+Lr 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.50 ft 1 0.666 0.452 1.25 1.001 1.001.00 1.00 14.86 2,167.6 3,254.6 4.47 356.31.00 161.21.00 1.00+D+0.750Lr+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Wood Beam LIC# : KW-06014251, Build:20.23.12.07 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2023 DESCRIPTION:6 - H. Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 11.50 ft 1 0.639 0.433 1.25 1.001 1.001.00 1.00 14.25 2,079.0 3,254.6 4.28 356.31.00 154.31.00 1.00+D+0.750L 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.50 ft 1 0.394 0.266 1.15 1.001 1.001.00 1.00 8.08 1,179.1 2,994.3 2.42 327.81.00 87.21.00 1.00+0.60D 1.001 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 11.50 ft 1 0.139 0.094 1.60 1.001 1.001.00 1.00 3.97 579.6 4,165.9 1.19 456.01.00 43.01.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr 1 0.3601 5.918 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 4.458 5.111 Max Upward from Load Combinations 4.458 5.111 Max Upward from Load Cases 2.441 2.827 D Only 2.016 2.284 +D+L 2.705 2.973 +D+Lr 4.458 5.111 +D+0.750Lr+0.750L 4.363 4.921 +D+0.750L 2.533 2.800 +0.60D 1.210 1.371 Lr Only 2.441 2.827 L Only 0.688 0.688 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Stud Calc Stud Height L =8.00 ft Stud Spacing s =16.00 in Height of Wall z =8.00 ft Elevation Height zg =112 ft Wind Speed V =95 mph Wind Exposure C Latera Load Effective Area =28.4 ft2 Wind Directionality Kd =0.85 Topography Factor Kt =1.00 Ground Elevation Factor Ke =1.00 Velocity Pressure Exposure Coefficient Kz =0.85 Velocity Pressure qz = 0.00256KzKztKdKeV2 =16.60 psf Internal Pressure Coefficient (GCpi)=-0.18 External Pressure GCp =-1.38 Wind pressure =-25.9 psf Axial Load D+Lr F Dead Load PD =582 lbs Roof Live Load PLr =424 lbs Live Load PL =81 lbs Snow Load Ps =0 lbs Breadth b =1.5 in Depth d =3.5 in ASD Load Pa = 1007 lbs Actual Compressive Stress fc = Pa / (bd)=192 psi Grade No. 2 Compressive Stress Fc =1350 psi Minimum Modulus of Elasticity Emin =580000 psi Effective Length le =96 in Buckling Coefficient k =1.0 Slender Ratio le / d =27.4 < 50 OK Size Factor CF =1 Load Duration Factor CD =1.25 Compression Stress Design Fc* = Fc bdCDCF =1688 psi c =0.8 =634 psi Column Stability Factor =0.34 Compressive Load Allowed F'c = Fc * * CP =574 psi Demand Capacity Ratio DCR = fc / F'c =0.334 F 0.822E l d C 1 F F ∗ 2c 1 F F ∗ 2c F F ∗ c A sL 3 p q GC GC 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Moment D+0.6W Wind Load Wa = p * s =20.7 plf Moment =165.5 lb-ft Section Modulus Sx = bd2 / 6 =3.06 in3 Bending Stress fb = M / Sx =648 psi Design Bending Stress Fb =900 psi Repetitive Member Factor Cr =1.15 Load Duration CD =1.6 Size Factor CF =1 F* b =1656 psi Effective Length le = 1.63L + 3d =13.9 ft Slenderness Ratio =16.12 < 50 OK Beam Stability Factor CL =1.00 F'b = F*b CL =1656 psi Demand Capacity Ratio DCR = fb / F'b =0.39 < 1 OK Interaction Equatio D+0.75L+75(0.6W)+0.75Lr Bending and Compression Capacity =0.40 < 1 OK R l d b f F f F M wl 8 2710 N Laird St & 2209 W Laramore Ln10/7/2024 ! "#$ %!& ''()*! "&+ ' (,,( )*-&' .- -/0 / ,' 1 --!--2 - -$ $-- 3!-- $ 2--4 5 - $--$!! - - 06'+ 7 $ 89:;<=>?@A;B:CDA?' .- -0 ,' GH ''()+ ' (,,( ) 2H + + ( ) O9H S [ ' [ ''[ ( [ Y (,[ YY ,[ YYY [ Y\ [ E8IJTUV] XY +Z-'[ XY+Z-',[ XY+Z-([ XY +Z-, [ X4-"Y [ X4-"YY [ X4-"YYY+Y\ [ E8IJTU]^ 06'+S 0 --([ ghigjkfai`abalmnm_baoeajfkhpcfkfaqbeqjkekrahirahfcfqf`askedacqbkhpiaeghakfgqheghacrkiaidbghtf`audgeightjqiakiqvfgqhvbqjaccwxcabcc`qdeijqhogbrkhphaiobqrf`gcfqqeygf`f`aeqjkezdf`qbgfp{ksght|dbgcigjfgqhuaoqbavbqjaaightygf`iacgthwf`kff`az_~{kkbicup€qjkfgqhyaucgfaygeehqfuadvikfaifqcdvvqbfz ~‚ƒ„……w†ghiqdfy`pw- - !-2[ .- 06' - - --$ !- -"- 3- 06'! !- - -! ! - --- 2 -!-ˆ [-- $--$!!-‰ !- -!$ -- --2- .-$ -- !" ! " - Š‹ 6 -$ + ---" - -- ! "--[ - .- "$ [22-$ - - ---$ $ + --- ""-- [ - -!$ -" !!--‰[ -2 !$ 2[ -- - $---!-.--- [- - !!!2 -[-! -- - ! - --!- 2 -2 ! $ [ -- -‰[ .-2 2 ! !!- " -- -2- ! - - - -2 2[ - !- - "[- 2 [ -- 2- ! . "-‰ -- - 4 $!-"- -2-!2 -2 - 2--Œ -2 2- ! - - " ! " -- !2 -- .- $-- Ž-2 - 2[ 2[ [-!!!! "2[ - Ž-2 - 2 $--- [ ! .! -".- " ! "--- !-2 ! "- .! 2 - ! "---! -! " -! -- ‘’“”•–”—”˜™š™›œššžŸ ¡¢£¤œ¢¥ •š¦—”§”• ¦¦š¦ 2710 N Laird St & 2209 W Laramore Ln10/7/2024 WIND (ASCE 7-16 MWFRS) Wind Analysis Method Analytic Directional Procedure Basic Wind Speed (ultimate) 95.00 MPH Elevation Ht. 112.00 ft Topography Factor Kzt = 1.00 Ke =1.00 Directionality Factor Kd = 0.85 Gust Effect Factor G = 0.85 Internal Pressure Coefficients (GCpi) = 0.18 -0.18 Roof Pitch 5.00 :12 22.62 DEG Roof Eve Height 8.000 ft Peak Roof Height 14.170 ft α = 9.5 Mean Roof Height 11.085 ft zg = 900 Terrain Exp. Category C Velocity Pressures q z =.00256 z V Height (ft) Kz qz he = 8.00 ft 0.849 16.60 h = 11.09 ft 0.849 16.60 z = 8 ft 0.849 16.60 L = Parallel to wind dir. z = ft 0.849 16.60 B = Perp. to wind dir. z = ft 0.849 16.60 z = 0 ft 0.849 16.60 Design Pressures p = qGC p - q h (GC pi ) Transverse Direction:Note: Pressures are limit state design pressures for strength design. Multiple by 0.6 for ASD. L = 42.17 L/B = 0.66 B = 64.17 h/L = 0.26 Design Pressure (psf) z (ft) qz (psf) Cp qGCp (+GCpi) (-GCpi) Windward Wall 8.00 16.60 0.80 11.29 8.30 14.28 18.35 0.00 16.60 0.80 11.29 8.30 14.28 18.35 0.00 16.60 0.80 11.29 8.30 14.28 18.35 0.00 16.60 0.80 11.29 8.30 14.28 18.35 Leeward Wall 11.09 16.60 -0.50 -7.06 -10.04 -4.07 Windward Roof (Positive) 11.09 16.60 0.24 3.45 0.47 6.44 Windward Roof (Negative) 11.09 16.60 -0.25 -3.57 -6.56 -0.58 Leeward Roof 11.09 16.60 -0.60 -8.47 -11.46 -5.48 Total Roof load, pr =-11.92 -11.92 MIN (SIN* pr , 8) =8.00 Level Height Height Above Below Wind Load 1 8 6.17 8.00 130 2 0 3 0 Longitudinal Direction:Note: Pressures are limit state design pressures for strength design. Multiple by 0.6 for ASD. L = 64.17 L/B = 1.52 B = 42.17 h/L = 0.17 Design Pressure (psf) z (ft) qz (psf) Cp qGCp (+GCpi) (-GCpi) Windward Wall 8.00 16.60 0.80 11.29 8.30 14.28 16.87 0.00 16.60 0.80 11.29 8.30 14.28 16.87 0.00 16.60 0.80 11.29 8.30 14.28 16.87 0.00 16.60 0.80 11.29 8.30 14.28 16.87 Leeward Wall 11.09 16.60 -0.40 -5.58 -8.57 -2.60 Windward Roof (Positive) 11.09 16.60 0.25 3.56 0.57 6.55 Windward Roof (Negative) 11.09 16.60 -0.25 -3.49 -6.48 -0.51 Leeward Roof 11.09 16.60 -0.60 -8.47 -11.46 -5.48 Total Roof load, pr =-12.03 -12.03 MIN (SIN* pr , 8) = 8.00 Level Height Height Above Below Wind Load 1 8 6.17 8.00 117 0 0 2710 N Laird St & 2209 W Laramore Ln10/7/2024 ! "#$%&!' (()*+! "', ( )--) *+$'( .$ $/0 / -( 1 $$!$$2 $ $3 3$$ 4!$$ 3 2$$5 6 $ 3$$3!! $ $ 07(, 8 3 <C;DEB@HI ( .$ $0 -( ;D:HI (()*, ( )--) *@I 2COI , , ) )PNSO:I 0$%=:UB=VC:@DI 07(, D:XB<SI YYHHI Z,$2 !C:D:<H^;LV: U:H=<EODEB@ * 7_" % ` $' a *() 7_" % ` $' a0 * 0$,%2$ $!$!$ .! $ b !! 0$,%2$ $!$!$ .! $ ( c %$$%$" .! $ 0 b !! c %$$%$" .! $ 0 * )L?@AB<C;DEB@^;LV: U:H=<EODEB@b !! 0$%$" $" 0$% !2 2 b !! 0$% !2 2 0 -* $22$ 25` a - $22$ 25` a ( 7e $5" $!$ 0$% !2 24e )* 0$%2$ $5" $!$ ) ", $ $`a * 4!5,"$$" % ` a * 8$ 2%, $!$!$ `/ !2$g$$ $ $a )* 8$$$% $!$ .! $` a *() 4!5,"$$" % ` a ) 8$ 2%, $!$!$ `/ !2$g$$ $ $a ( 8$$$% $!$ .! $` a (*- 8$$$% $!$ .! $`4e a * )nolpqrpstojrijkjuvwvhkjxnjsotqylotojzknzstnt{jqr{jqolozoij|tnmjlzktqyrjnpqjtopzqnpqjl{trjrmkpq}oij~mpnrpq}szrjtrzopzqkzsjll€ ljkllizmnrszqxpk{tqy~otpqjrxkz{oiplozzn‚poioijnzstnƒmoizkpoy„t|pq}…mkplrpsopzq~jxzkjkzsjjrpq}‚poirjlp}q€zojoitooijƒh‡„tˆtkrl~y‰zstopzq‚j~lpoj‚pnnqzo~jmrtojrozlmzkoƒŠ‡‹Œ ŽŽ€ pqrzmo‚iy€!$ .$ $f 0 e$!"!0 .$0$%Z$" $0$.$ $ 2% $$ $ 3$$$!$.$$$ %$ $ !!!2 $%$! $$ $ ! $ $$!$ 2 $2 ! 3 % $$ $g% .$2 2 ! !!$ " $$ $ 2$ ! $ $ $ $2 2% $ !$ $ ‘ "%$ 2 % $$ 2$ ! . "$g $$ $ 5 3!$"$ $2$!2 $2 $ 2$$’ $2 2$ ! $ $ " ! " $$ !2 $$ .$ 3$$ f$2 $ 2% 2%$ %$!!!! "2% $ f$2 $ 2 3$$$ % ! .! $".$ " ! "$$$ !$2 ! "$ .! $ 2 $ ! "$$$! $! " $! $$ ““”•–—˜™š˜›˜œšžšŸ ¡¡¢£¤¥¦§¨ ¦©¤™¡ª›˜«˜™¤ªª¡ª 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Compan JOB TITLE 0 Address 0 0 City, State JOB NO.0 SHEET NO. Phone CALCULATED BY 0 DATE 1/0/00 0 CHECKED BY 0 DATE 1/0/00 Seismic Loads:ASCE 7- 16 Strength Level Forces Risk Category : II Importance Factor (I) : 1.00 Site Class : D - code default Ss (0.2 sec) = 134.50 %g S1 (1.0 sec) = 47.80 %g Fa = 1.200 Sms = 1.614 SDS =1.076 Design Category = D Fv 1.822 Sm1 = 0.871 SD1 =0.581 Design Category D Seismic Design Category =D Redundancy Coefficient ρ 1.30 Number of Stories 2 Structure Type Light Fram Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame (wood) walls with structural wood shear panels System Structural Height Limit: 65 ft Actual Structural Height (hn) 11.1 f See ASCE7 Section 12.2.5 for exceptions and other system limitatio DESIGN COEFFICIENTS AND FACTOR Response Modification Coefficient (R) 6.5 Over-Strength Factor (Ωo) 2.5 Deflection Amplification Factor (Cd) 4 DS =1.07 D1 =. e sm c oa ec +-v = ρ E +- .DS = .e +. pec a e sm c oa ec m m +- v = o E +- .DS = .e +. = ea oa PERMITTED Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysi - Permitte u ng per o coe . T =.u = . pprox fundamental period (Ta) T n = 0.122 se x= 0.7 Tmax = CuTa = 0.17 User calculated fundamental period (T) se Use T = 0.122 Long Period Transition Period (TL) ASCE7 map =8 e sm c response coe . s DS =. need not exceed Cs =Sd1 I /RT =0.735 but not less than Cs 0.044SdsI 0.04 USE Cs = 0.166 Design Base Shear V =0.166W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIF Structure Type: All other structures Allowable story drift Δa = 0.020hsx where hsx is the story height below level x E = horizontal seismic orc 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Story Weight Area Int. Partition Story Load Floor Weight Story Height Above Story Height Below Tributary Wall Height Parapet Wall Wall type Wall Load Wall Weight Total Story Weight A (ft)Qpart (psf) Qfloor (psf)A (Qpart + Qfloor) = Pfloor (lbs)Supper (ft) Slower (ft)(Supper + Slower) /2 = h (ft)hp (ft) Qwall (psf)Lperimeter (ft) Qwall * (h+hp) = Pwall (lbs) Pfloor + Pwall = W (lbs) B 487 Roof 5 15 9740 8.0 4.0 0 Exterior 15 77 4590 14330 C 388 Roof 5 15 7760 0 8.0 4.0 0 Exterior 15 24 1440 9200 D 335 Roof 5 15 6700 0 12.0 6.0 Exterior 15 61 5490 12190 ta =0.122 Cs =0.166 k = 1.000 Total Weight, W = 35720 lbs SDS = 1.076 V = CsW = 5913 lbs Shear Wall Force hxwx Story Section hx (ft) wx (lbs) hxwx (ft-lbs)hxwx Cvx 1 B 8.0 14,330 114640 0.40 2,372 1 C 8.0 9,200 73600 0.26 1,523 1 D 8.0 12,190 97520 0.34 2,018 Linear Forces for Shear Wall Section Area Qe (psf) B 363.00 6.53 C 225.00 6.77 D 223.00 9.05 Section Floor Type 2710 N Laird St & 2209 W Laramore Ln10/7/2024 B C D D E F 18'-0"12'-0" G 11'-10" 4 5 18 ' - 9 " A 4'-0" B 8' - 0 " C 4' - 0 " WSWH 12X8 W/1" STD. A.B. Lateral Diagram - 1st Story PAGE Job Name: 2710 LAIRD AVE Scale: 3/32" = 1'-0" 1 PLOT BY:STRUCTURAL M 2710 N Laird St & 2209 W Laramore Ln10/7/2024 SHEAR LINE LOAD Story Section Qe (psf)Long. (plf) Tran. (plf) 1 B 6.53 130 117 1 C 6.77 130 117 1 D 9.05 130 117 Longitudinal Seismic Wind Line Section Tributary Width (ft) Tributary Depth Shear Line Above Offset (ft) Distance to shear wall (ft) Seismic (psf)Diaphragm Load (lbs) Load from Above (ft) Load on Wall (lbs) Total Load (lbs)Wind (plf)Diaphragm Load (lbs) Load from Above (ft) Load on Wall (lbs) Total Load (lbs) 4 C 9.375 12.00 6.77 761 0 0 761 130 1219 0 0 1219 5 C 9.375 12.00 6.77 761 0 0 761 130 1219 0 0 1219 Transverse Seismic Wind Line Section Tributary Width (ft) Tributary Depth Shear Line Above Offset (ft) Distance to shear wall (ft) Seismic (psf)Diaphragm Load (lbs) Load from Above (ft) Load on Wall (lbs) Total Load (lbs)Wind (plf)Diaphragm Load (lbs) Load from Above (ft) Load on Wall (lbs) Total Load (lbs) E C 6 18.75 6.77 761 0 0 761 117 701 0 0 701 F C 6 18.75 6.77 761 0 0 761 117 701 0 0 701 E B 9 20.18 6.53 1187 0 0 1187 117 1052 0 0 1052 F D 5.915 18.75 9.05 1004 0 0 1004 117 691 0 0 691 Seismic Wind, Long Seismic Wind, Tran Line lbs lbs Line lbs lbs 4 761 1219 E 1948 1753 5 761 1219 F 1765 1392 Wind Load 2710 N Laird St & 2209 W Laramore Ln10/7/2024 SHEAR WALLS Longitudinal Note: For "Special Case", lateral analysis are provided on following pages E W LINE Total Length Shear Shear per ft.Shear Shear per ft. ASD, va (plf)Model # lbs Min. Thickness Strap lbs Min. Thickness 4 1.000 761 761 1219 1219 A 200 SDS =1.076 HDU2 3075 3.5 CS16 1705 1.5 5 4.000 761 190 1219 305 B 340 =1.3 HDU4 4565 3.5 CS14 2490 3 C 510 0 =2.50 HDU5 5645 3.5 CMST16 4690 3 b h h / b rf = MIN [ 2b / h , 1 ] Q w Q f d D w = Q w * d * b /2 D f = Q f * h * b /2 E 0.7 E U i = h * E U i + 1 U n = ( .7 U i + U i + 1 ) - (0 .6 - .1 4 S DS ) ( D w + W 0.6 n W U i = h * W U n + 1 U n = . 6 U i + U n + 1 - .6 ( D w + D f ) Line Length Height Aspect Ratio Reduction Factor Wall Load Floor Load Tributary Depth Resisting Dead Load Wall Resisting Dead Load Floo Shear ASD Shear Uplift Uplift From bove Net Uplift Shear ASD Shear Uplift Uplift From bove Net Uplift Shear Type va * rf, plf Floor To Floor Foundation Hold Down Min. End Post 4 1.00 8.00 8.00 0.25 15 15 7.08 60 53.1 761 693 6092 0 5493 1219 731 9749 0 5782 Special Case Special Case CMST14 HDU8 4x6 5 4.00 8.00 2.00 1.00 15 15 7.83 240 234.9 190 173 1523 0 1172 305 183 2437 0 1177 A 200 CS16 HDU2 4x4 Transverse VE W LINE Total Length Shear Shear per ft.Shear Shear per ft.Note: For "Special Case", lateral analysis are provided on following pages E 8.00 1948 244 1753 219 F 4.00 1765 441 1392 348 b h h / b rf = MIN [ 2b / h , 1 ] Q w Q f d D w = Q w * d * b /2 D f = Q f * h * b /2 E 0.7 E U i = h * E U n + 1 U n = ( .7 U i + U n + 1 ) - (0 .6 - .1 4 S DS )( D w + W 0.6 n W U i = h * W U i + 1 U n = . 6 U i + U i + 1 - .6 ( D w + D f ) Line Length Height Aspect Ratio Reduction Factor Wall Load Floor Load Tributary Depth Resisting Dead Load Wall Resisting Dead Load Floo Shear ASD Shear Uplift Uplift From bove Net Uplift Shear ASD Shear Uplift Uplift From bove Net Uplift Shear Type va * rf, plf Floor To Floor Foundation Hold Down End Post E 8.00 8.00 1.00 1.00 15 15 5.33 480 320 244 222 1948 0 1414 219 131 1753 0 572 B 340 CS16 HDU2 4x4 F 4.00 8.00 2.00 1.00 15 15 18 240 540 441 402 3530 0 2862 348 209 2785 0 1203 C 510 CMST16 HDU2 4x4 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Vertical Distribution of Seismic Forces ta =0.122 k = 1.000 SDS =1.076 Wind Section lbs Fi (lbs) Fpxmin Fpxmax qE (psf)Long Tran C 9,200 1,523 1,980 3960 8.8 130 117 Chord Section Long. (ft), L Tran. (ft), B .7Vx .6V, Long Wind .6V, Long Wind Shear Per End, Vx / 2 , Long Shear Per End, Vx / 2, Tran vi_long (plf) vi_tran (plf) Diaphargm Longitual Direction Case 1? Long. Capacity (plf) Trans. Capacity (plf) Status Capacity of (2) 2x4, lbs C 18.75 12.00 1,386 1462 841 731 693 61 37 8d @ 6" o.c., 15/32 Struct. I, Unblocked (Roof Only)N 180 240 OK 271 111 9660 Earthquake Load Distributed Shear Force to Each Story Section V L 8B ,lbs B 8L ,lbs 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Beam on Elastic Foundation LIC# : KW-06014251, Build:20.23.2.14 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2022 DESCRIPTION:Grade Beam for WSWH @ Grind Lind 4 Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2021 Material Properties 2.50 7.50 145.0 Elastic Modulus 3,122.0 ksi Soil Subgrade Modulus =250.0 psi / (inch deflection) 11.0Lt Wt FactorO = =60.0 29,000.0 40.0 29,000.0 3 Beam is supported on an elastic foundation, 2 =0.90 0.750 f'c ksi fy - Main Rebar ksi Density 1/2 = fr = f'c *375.0 pcf E - Main Rebar ksi psi = Fy - Stirrups ksi == = E - Stirrups ksi E 0.850 == = Shear : Stirrup Bar Size # Number of Resisting Legs Per Stirrup Phi Values Flexure : \ # I Load Combination :IBC 2021 .Cross Section & Reinforcing Details Rectangular Section, Width = 24.0 in, Height = 24.0 in Span #1 Reinforcing.... 4-#5 at 3.0 in from Bottom, from 0.0 to 5.670 ft in this span 4-#5 at 3.0 in from Top, from 0.0 to 5.670 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads Point Load : W = 14.398, E = 8.997 k @ 2.50 ft Point Load : W = -14.398, E = -8.997 k @ 3.170 ft Uniform Load : D = 0.010, Lr = 0.020 ksf, Tributary Width = 7.080 ft, (ROOF) Uniform Load : D = 0.0050, L = 0.010 ksf, Tributary Width = 9.250 ft, (Ceiling) Uniform Load : D = 0.0150 ksf, Tributary Width = 8.0 ft, (Wall) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.053 : 1 Load Combination +1.413D+0.50L-2.50E Span # where maximum occurs Span # 1 Maximum Soil Pressure =1.188 ksf at 5.67 ft LdComb: -W Allowable Soil Pressure =OK1.50 ksf Location of maximum on span 2.468 ft Mn * Phi : Allowable 115.806 k-ft Typical SectionSection used for this span Mu : Applied -6.080 k-ft Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.033 in Max Upward Total Deflection -0.017 in .Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span MAXimum Bending Envelope Span # 1 1 5.603 -0.01 115.81 0.00 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Beam on Elastic Foundation LIC# : KW-06014251, Build:20.23.2.14 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2022 DESCRIPTION:Grade Beam for WSWH @ Grind Lind 4 Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: Span # Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span +1.40D Span # 1 1 5.603 -0.00 115.81 0.00 +1.20D+0.50Lr+1.60L Span # 1 1 5.603 -0.00 115.81 0.00 +1.20D+1.60L Span # 1 1 5.603 -0.00 115.81 0.00 +1.20D+1.60Lr+0.50L Span # 1 1 5.603 -0.00 115.81 0.00 +1.20D+1.60Lr+0.50W Span # 1 1 5.603 -0.00 115.81 0.00 +1.20D+1.60Lr-0.50W Span # 1 1 3.202 1.95 115.81 0.02 +1.20D+0.50L Span # 1 1 5.603 -0.00 115.81 0.00 +1.20D+0.50W Span # 1 1 5.603 -0.00 115.81 0.00 +1.20D-0.50W Span # 1 1 3.202 1.95 115.81 0.02 +1.20D+0.50Lr+0.50L+W Span # 1 1 5.603 -0.00 115.81 0.00 +1.20D+0.50Lr+0.50L-W Span # 1 1 3.202 3.89 115.81 0.03 +1.20D+0.50L+W Span # 1 1 5.603 -0.00 115.81 0.00 +1.20D+0.50L-W Span # 1 1 3.202 3.89 115.81 0.03 +1.413D+0.50L+2.50E Span # 1 1 5.603 -0.01 115.81 0.00 +1.413D+0.50L-2.50E Span # 1 1 3.202 6.08 115.81 0.05 +0.90D+W Span # 1 1 5.603 -0.00 115.81 0.00 +0.90D-W Span # 1 1 3.202 3.89 115.81 0.03 +0.6866D+2.50E Span # 1 1 5.603 -0.01 115.81 0.00 +0.6866D-2.50E Span # 1 1 3.202 6.08 115.81 0.05 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads Span 1 1 0.0330 5.670 0.0000 0.000 .Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft)(k)(in)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.413D+0.50L+2.50E 1 0.00 21.00 0.13 0.13 0.00 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 0.07 21.00 0.31 0.31 0.01 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 0.13 21.00 0.49 0.49 0.02 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 0.20 21.00 0.66 0.66 0.06 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 0.27 21.00 0.83 0.83 0.10 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 0.33 21.00 1.00 1.00 0.15 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 0.40 21.00 1.16 1.16 0.21 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 0.47 21.00 1.31 1.31 0.29 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 0.53 21.00 1.47 1.47 0.38 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 0.60 21.00 1.61 1.61 0.47 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 0.67 21.00 1.76 1.76 0.58 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 0.73 21.00 1.90 1.90 0.69 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 0.80 21.00 2.03 2.03 0.82 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 0.87 21.00 2.16 2.16 0.95 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 0.93 21.00 2.29 2.29 1.09 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 1.00 21.00 2.41 2.41 1.24 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 1.07 21.00 2.53 2.53 1.40 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 1.13 21.00 2.64 2.64 1.57 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 1.20 21.00 2.75 2.75 1.74 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 1.27 21.00 2.85 2.85 1.92 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 1.33 21.00 2.95 2.95 2.11 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 1.40 21.00 3.04 3.04 2.30 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 1.47 21.00 3.14 3.14 2.50 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Beam on Elastic Foundation LIC# : KW-06014251, Build:20.23.2.14 GET STRUCTURAL ENGINEERING AND CONSULTING (c) ENERCALC INC 1983-2022 DESCRIPTION:Grade Beam for WSWH @ Grind Lind 4 Project File: 2710 Laird Ave Member Check.ec6 Project Title: Engineer: Project ID: Project Descr: Detailed Shear Information Load Combination Vu (k)Span Distance 'd'Comment Phi*Vs Req'd d*Vu/MuMu (ft)(k)(in)Actual Suggest(k-ft)Number (k) Spacing (in) Design Phi*Vc +1.413D+0.50L+2.50E 1 1.53 21.00 3.22 3.22 2.71 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 1.60 21.00 3.30 3.30 2.92 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 1.67 21.00 3.38 3.38 3.14 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 1.73 21.00 3.45 3.45 3.37 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 1.80 21.00 3.52 3.52 3.59 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 1.87 21.00 3.59 3.59 3.83 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 1.93 21.00 3.65 3.65 4.06 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 2.00 21.00 3.70 3.70 4.31 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 2.07 21.00 3.75 3.75 4.55 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 2.13 21.00 3.80 3.80 4.80 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 2.20 21.00 3.84 3.84 5.05 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 2.27 21.00 3.88 3.88 5.30 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 2.33 21.00 3.91 3.91 5.56 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 2.40 21.00 3.94 3.94 5.82 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 2.47 21.00 3.97 3.97 6.08 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L-2.50E 1 2.53 21.00 18.57 18.57 5.56 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L-2.50E 1 2.60 21.00 18.56 18.56 4.32 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L-2.50E 1 2.67 21.00 18.54 18.54 3.09 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L-2.50E 1 2.73 21.00 18.54 18.54 1.85 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L-2.50E 1 2.80 21.00 18.54 18.54 0.62 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L-2.50E 1 2.87 21.00 18.54 18.54 0.62 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L-2.50E 1 2.94 21.00 18.54 18.54 1.85 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L-2.50E 1 3.00 21.00 18.56 18.56 3.09 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L-2.50E 1 3.07 21.00 18.57 18.57 4.32 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L-2.50E 1 3.14 21.00 18.59 18.59 5.56 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 3.20 21.00 3.94 3.94 6.08 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 3.27 21.00 3.91 3.91 5.82 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 3.34 21.00 3.88 3.88 5.56 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 3.40 21.00 3.84 3.84 5.30 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 3.47 21.00 3.80 3.80 5.05 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 3.54 21.00 3.75 3.75 4.80 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 3.60 21.00 3.70 3.70 4.55 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 3.67 21.00 3.65 3.65 4.31 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 3.74 21.00 3.59 3.59 4.06 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 3.80 21.00 3.52 3.52 3.83 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 3.87 21.00 3.45 3.45 3.59 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 3.94 21.00 3.38 3.38 3.37 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 4.00 21.00 3.30 3.30 3.14 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 4.07 21.00 3.22 3.22 2.92 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 4.14 21.00 3.14 3.14 2.71 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 4.20 21.00 3.04 3.04 2.50 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 4.27 21.00 2.95 2.95 2.30 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 4.34 21.00 2.85 2.85 2.11 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 4.40 21.00 2.75 2.75 1.92 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 4.47 21.00 2.64 2.64 1.74 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 4.54 21.00 2.53 2.53 1.57 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 4.60 21.00 2.41 2.41 1.40 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 4.67 21.00 2.29 2.29 1.24 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 4.74 21.00 2.16 2.16 1.09 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 4.80 21.00 2.03 2.03 0.95 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 4.87 21.00 1.90 1.90 0.82 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 4.94 21.00 1.76 1.76 0.69 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 5.00 21.00 1.61 1.61 0.58 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 5.07 21.00 1.47 1.47 0.47 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 5.14 21.00 1.31 1.31 0.38 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 5.20 21.00 1.16 1.16 0.29 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 5.27 21.00 1.00 1.00 0.21 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 5.34 21.00 0.83 0.83 0.15 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 5.40 21.00 0.66 0.66 0.10 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 5.47 21.00 0.49 0.49 0.06 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 5.54 21.00 0.31 0.31 0.02 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.413D+0.50L+2.50E 1 5.60 21.00 0.13 0.13 0.01 1.00 40.56 Vu < PhiVc/2 Not Reqd 0.00 0.00 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Drag Calculations Shear Line 4 Shear Line 5 Wind Load, W 1219 Wind Load, W 1219 Seismic Load, E 990 Seismic Load, E 990 Max [0.6W, 0.7E *1.25]1126 Max [0.6W, 0.7E *1.25]1126 Diaphragm Length 12.00 94 Lumber Size Capacity Diaphragm Length 12.00 94 Lumber Size Capacity Total Shear Wall Length 1.00 1126 (2) 2x4 9660 Total Shear Wall Length 4.00 282 (2) 2x4 9660 Shear Wall Length Drag Force Strap? Model Shear Wall Length Drag Force Strap? Model 3.330 312 8.000 751 Y 1 -720 Y 4 0 7.670 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Shear Line E Shear Line F Wind Load, W 1753 Wind Load, W 1392 Seismic Load, E 2533 Seismic Load, E 2295 Max [0.6W, 0.7E *1.25]2881 Max [0.6W, 0.7E *1.25]2610 Diaphragm Length 20.17 143 Lumber Size Capacity Diaphragm Length 19.58 133 Lumber Size Capacity Total Shear Wall Length 8.00 360 (2) 2x4 9660 Total Shear Wall Length 4.00 653 (2) 2x4 9660 Shear Wall Length Drag Force Strap? Model Shear Wall Length Drag Force Strap? Model 2.250 321 13.830 1844 Y 8 -1417 Y 4 -233 9.920 0 1.750 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Strong Wall Calculation Shear Line 4 Demand V (lbs) ASD Va (lbs) Seismic 761 0.7E 693 Wind 1219 0.6W 731 WSWH H (ft) b (ft) V (lbs) (in) T (lbs) V/ (lbs/in)Ri / R V (lbs) T (lbs) V (lbs) (in) T (lbs) V/ (lbs/in)Ri / R V (lbs) T (lbs) 12x8 8 1 1030 0.4 12580 2575 1.000 693 8187 1325 0.53 16195 2500 1.000 731 8639 Seismic Wind 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Spread Footing Load Soil Bearing Pressure q = 1500 psf D Lr L Snow Roof 13 20 0 0 Floor 15 0 40 0 Ceiling 5 0 10 0 Exterior Wall 15 0 0 0 Interior Wall 10 0 0 0 Floor 15 0 40 0 Deck/Balcony 15 0 60 0 4 5 E F Tributary Roof 7.08 7.83 5.33 15.91 Floor Ceiling 2 2 6.0835 6.0835 Exterior Wall 8 8 8 8 Interior Wall Floor Deck/Balcony D (plf) 447 457 445 582 Lr (plf) 142 157 107 318 L (plf) 20 20 61 61 S (plf) 0 0 0 0 Grid Line 4 5 E F Control Combination D+Lr D+Lr D+0.75L+0.75Lr D+Lr Load (plf) 589 613 570 900 Wall Width (in) 3.5 3.5 3.5 3.5 Loaction of wall (in) 6.00 6.00 6.00 6.00 Moment of Wall (lb-ft / ft) 294 307 285 450 Stem Depth (ft) Stem Width (ft) Footing Depth (ft) 1.500 1.5 1.5 1.5 Footing Width (ft) 1 1 1 1 Concrete Weight (plf) 225 225 225 225 Pstem (plf)0 0 0 0 Pfooting (plf)225 225 225 225 Mstem+Mfooting (lb-ft / ft)113 113 113 113 Mtotal (lb-ft / ft)407 419 398 563 Ptotal (plf)814 838 795 1125 Mtotal / Ptotal (ft)0.5 0.5 0.5 0.5 e (ft)0.00 0.00 0.00 0.00 L/6 (ft)0.17 0.17 0.17 0.17 q (psf) 814 838 795 1125 Allow Point Load (lbs) 4118 3970 4228 2247 C+4D D C 2710 N Laird St & 2209 W Laramore Ln10/7/2024 APP-13 CBC 2016 NOTICE TO PROPERTY OWNER Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of the property improvem ents specified at ___________________________________________________________________________________________. We are providing you with an Owner-Builder Acknowledgment and Information Verification Form to make you aware of your responsibilities and possible risk you may incur by having this permit issued in your names as the Owner -Builder. We will not issue a building permit until you have read, initialed your understanding of each provision, signed, and returned this form to us at our official address indicated. An agent of the owner cannot execute this notice unless you, the property owne r, obtain the prior approval of the permitting authority. OWNER’S ACKNOWLEGMENT AND VERIFICATION OF INFORMATON DIRECTIONS: Read and initial each statement below to signify you understand or verify this information. _____1. I understand a frequent practice of unlicensed persons is to have the property owner obtain an “Owner -Builder” build- ing permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person and his or her employees while working on my property. My homeowner’s insurance may not provide coverage for those injuries. I am willfully acting as an Owner -Builder and am aware of the limits of my insurance coverage for injuries to workers on my prop- erty. _____2. I understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed Contractor to assume this responsibility. _____3. I understand as an “Owner-Builder” I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed Contractor and having the permit filed in his or her name instead o f my own. _____4. I understand Contractors are required by law to be licensed and bonded in California and to list their license numbe rs on permits and contracts. _____5. I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an “employer” under state and federal law. _____6. I understand if I am considered an “employer” under state and Federal law, I must register with the state and federa l government, withhold payroll taxes, provide workers’ compensation disability insurance, and contribute to unemployment com- pensation of each “employee.” I also understand my failure to abide by these laws may subject me to serious financial risk. _____7. I understand under California Contractors’ State License Law, an Owner -Builder who builds single-family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontrac- tors and the number of structures does not exceed four within any calendar years, or all of the work is performed under contr act with a licensed general building Contractor. _____8. I understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable for any f inan- cial or personal injuries sustained by any subsequent owner(s) that result from any latent construction defects in the workma n- ship or materials. Planning & Building Agency Building Safety Division 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714) 647-5800 www.santa-ana.org 2710 Laird St Santa Ana CA 92076 and 2209 W Laramore Ln Santa Ana CA 92076 DL DL DL DL DL DL DL DL 2710 N Laird St & 2209 W Laramore Ln10/7/2024 _____9. I understand I may obtain more information regarding my obligations as an “employer” from the Internal Revenue Ser- vice, the United States Small Business Administration, the California Department of Benefit Payments, and the California Divi- sion of Industrial Accidents. I also understand I may contact the California Contractors’ State License Board (CSLB) at 1 -800- 321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. _____10. I am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the following ad- dress:_________________________________________________________________________________________. _____11. I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner -Builders as well as employers. ____12. I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the informati on I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractors’ State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to underst and that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contactors, you will be responsible for verifying whether or not those Contractors are properly licensed and the status of their workers’ compensation insurance coverage. Before a building permit can be issued, this form must be completed and signed by the property owner and returned to the agency responsible for issuing the permit. Note: A copy of the property owner’s driver’s license, form notariza- tion, or other verification acceptable to the agency is required to be presented when the permit is issued to verify the property owner’s signature. Signature of Property Owner _____________________________________________ Date: ______________________ Print name of Owner __________________________________________________ AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER’S BEHALF Excluding the Notice to Property Owner, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner -Builder Permit for my project. Scope of Construction Project (or Description of Work):_______________________________________________________ Project Location or Address: ____________________________________________________________________________ Name of Authorized Agent: _____________________________________________________________________________ Address of Authorized Agent:__________________________________________________________________________ Phone Number of Authorized Agent: ______________________________________________________________________ I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Property Owner’s Signature: __________________________________________________ Date:______________________ Print Name of Owner: ______________________________________________________________ Note: A copy of the owner’s driver’s license, form notarization, or other verification acceptable to the agency is re- quired to be presented when the permit is issued to verify the property owner’s signature. DL DL 2710 Laird St Santa Ana CA 92076 and 2209 W Laramore Ln Santa Ana CA 92076 DL DL 09/23/24 David Le csulb_vcn@yahoo.com 2710 N Laird St & 2209 W Laramore Ln10/7/2024 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Planning & Building Agency Building and Safety Division -19) -647-5800 -ana.org GRADING PERMIT REQUIREMENTS FOR PCC-15 A grading permit is required for all new detached buildings including new detached Accessory Dwelling Unit (ADU) projects. Grading plans prepared and stamped by a registered professional engineer shall be submitted for approval prior to issuance of the building permit, and shall be required to be submitted before or concurrently with the architectural plans submittal to the Building Safety Division. Grading Permit Exemption: Residential detached Accessory Dwelling Unit (ADU) projects that meet all of the following may be exempted from grading permit requirements: 1. The maximum amount of soil being moved is less than 50 cubic yards. The soil quantities shall be calculated by a California registered professional civil engineer 2. A site drainage plan prepared by a California registered professional civil engineer shall be provided with the following minimum information, but not limited to: a. Plan(s) shall be stamped, signed and dated by a California registered civil engineer b. Location of all existing and proposed structures, property lines, right-of-way lines, and easements, including dimensions and setbacks c. Drainage slopes and flow patterns d. Drainage system such as swales, french drains, water collection and disposal system, etc. e. Drainage plan shall indicate how the site grading or drainage system will manage all surface water flows to be diverted away from buildings and adjoining property lines, in accordance with all applicable codes f. The grade shall fall not fewer than 6 inches within the first 10 feet from the foundation wall. Where lot lines, walls, slopes or other physical barriers prohibit 6 inches of fall within 10 feet, drains, or swales shall be constructed to ensure drainage away from the structure. Impervious surfaces within 10 feet of the building foundation shall be sloped not less than 2 percent away from the building. 3. A final certification letter from the professional engineer of record stating that the grades were constructed per the approved site drainage plan, shall be submitted to the building inspector prior to final inspection 4. The “Detached ADU Grading Permit Exemption Checklist” shall be completed by the California registered professional civil engineer and shall be made a part of the building plans. 5. The site drainage plan and the completed checklist shall be required at the time of architectural plans submittal as part of the building plans package. The building official reserves the right to require a grading plan based on site conditions. This grading permit exemption does not apply to projects in the FEMA Flood Zone. 2710 N Laird St & 2209 W Laramore Ln10/7/2024 Planning & Building Agency Building and Safety Division Box 1988 (M-19) -647-5800 -ana.org PCC-16 THIS FORM SHALL BE COMPLETED BY A CALIFORNIA REGISTERED CIVIL ENGINEER. Instructions: In order to qualify for the grading permit exemption for detached Accessory Dwelling Unit (ADU) projects per handout PCC-15, the registered civil engineer of record shall complete all sections, check all boxes and sign the certification section below. A copy of this checklist shall be attached to each of TWO sets of plans. If answering NO to any of the questions, a grading permit shall be required. Project Address: Yes No ܆ ܆ I have provided two sets of site drainage plans that is stamped, signed and dated by a California professional civil engineer, to be submitted with the ܆ ܆ I have calculated the total amount of soil being cut or filled on this project is less than 50 cubic yards. 3. ܆ ܆ The site drainage plans include the following, but not limited to, l -of- as swales, f ܆ ܆ I have designed drainage such that surface water flows away from buildings and adjoining property lines, in accordance with all applicable codes. 5. ܆ ܆ I have designed grading such that it will not adversely affect the adjoining properties. 6. ܆ ܆ I have designed the grade to fall not fewer than 6 inches within the first 10 feet from the foundation walls. Where lot lines, walls, slopes or other physical barriers prohibit 6 inches of fall within 10 feet, I have designed drains or swale to ensure drainage away from the structure. I have designed any impervious surfaces within 10 feet of the building foundation to be sloped not less than 2 percent away from the building. 7. ܆ ܆ I will provide a final certification letter stating that the grades were constructed per the approved site drainage plan, and will submit this certification I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name: Signature: Licensed Number: Date: Phone Number: Email Address: 2209 W. LARAMORE LN, Santa Ana, CA 92706 Ly Phan C63381 (714) 548-1233 03/22/2024 EMAILLY10@GMAIL.COM 2710 N Laird St & 2209 W Laramore Ln10/7/2024 O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Submittal Criteria Form Required for Single Family or Duplex Residences (Use Commercial form for lots with 3+ dwelling units or new residential tracts) Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification. Project Information New Single Family Residence/Duplex Addition/Remodel ADU Other Address: Unit #: City or Unincorporated County Area: ZIP: Scope of Work: Existing Area to Total Resulting Stories: Area Added in Past 2 Years Yes No Questionnaire OCFA Plan Type if “Yes” 1. New – Is this a new single family residence or duplex? *(PR160) Residential Site with Water Availability 2. ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has (PR400-402) Fire Sprinkler Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire sprinkler retrofit based on a threshold set by local ordinance? (PR400-402) Fire Sprinkler 4. Distance – Is the most remote portion of the addition, ADU or other detached structure greater than *(PR160) Residential Site 5. Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non- sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all *(PR160) Residential Site with Water Availability 6. Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed (PR400-402) Fire Sprinkler Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold *(PR160) Residential Site (PR400-402) Fire Sprinkler 8. Gate – Is a gate being installed across a driveway or road that is designated as a fire department access roadway, or a driveway or road that serves more than a single home/duplex? (PR180) Gate 9. Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000 *(PR160) Residential Site *(PR172-174) Methane Test/Mitigation Plans 10. Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation, or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as *(PR125) Fuel Modification (PR182) Accessory Structure *OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals. Applicant Certification I certify, under penalty of perjury, under the laws of the State of California, that the information above is true: Print Name:_______________________________________ Signature:___________________________________________ Date:______________ Phone Number:_____________________________________________ Email:_____________________________________________________________ Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required. ______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes” and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination. For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100 SFR 4 4 Santa Ana 927062710 Laird St and 2209 W Laramore Ln Detached ADU-748 S.F, ADU entry porch area-32 S.F, Main house extension - 225 S.F livable 1,308 S.F livable 973 S.F livable 2,281 S.F 1 N/A 4 4 4 4 4 4 4 4 4 4 David Le 714-757-6927 csulb_vcn@yahoo.com 02/16/24 2710 N Laird St & 2209 W Laramore Ln10/7/2024