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Home My WebLink About922 W Park Ln - PlanA.F.F.ABOVE FINISHED FLOOR E.D.EDGE DISTANCE OPNG.OPENING A.F.G.ABOVE FINISHED GRADE EMBED.EMBEDMENT P.L.PROPERTY LINE (OR PARTS LIST) ARCH.ARCHITECTURAL E.N.EDGE NAILING PSF POUNDS PER SQUARE FOOT ABV.ABOVE EQ.EQUAL PSI POUNDS PER SQUARE INCH AEOR ARCHITECTURAL ENGINEER OF RECORD EXC.EXCAVATE P.T.PRESSURE TREATED BAL.BALANCE EXT.EXTERIOR R RADIUS BOT BOTTOM F.F.L.FINISHED FLOOR LEVEL RC REINFORCED CONCRETE B.N.BOUNDRY NAILING FIN.FINISH REBAR REINFORCING BAR B.O.F.BOTTOM OF FOOTING F.L .FLOOR LEVEL REINF.REINFORCEMENT B.O.W.BOTTOM OF WALL FRPF.FIREPROOF REQD.REQUIRED BLK'G BLOCKING FT.FEET SEOR STRUCTURAL ENGINEER OF RECORD B.L.L.BOTTOM LOWER LAYER G.C.GENERAL CONTRACTOR SOG SLAB ON GROUND BRG.BEARING GALV.GALVANIZED SPECS.SPECIFICATIONS BTWN.BETWEEN GYP.GYPSUM SQ. FT.SQUARE FEET B.U.L.BOTTOM UPPER LAYER H.V.A.C.HEATING, VENTILATION, AND AIR CONDITIONING SQ. IN.SQUARE INCHES B.W.L.BRACED WALL LINE HOR.HORIZONTAL SS STAINLESS STEEL CA COLUMN ABOVE H.R.S.HOT ROLLED STEEL STD.STANDARD C.C.CENTER TO CENTER I.D.INNER DIAMETER STR.STRUCTURAL C.L.CENTER LINE IN.INCH TOP&BOT TOP AND BOTTOM CLG.CEILING INSUL.INSULATION T.O.TOP OF CLR.CLEARANCE INT.INTERIOR T.O.B.TOP OF BEAM CMU CONCRETE MASONRY UNIT LVL LAMINATED VENEER LUMBER T.O.C.TOP OF CURB OR TOP OF CONCRETE CONC.CONCRETE L.FT.LINEAR FEET T.O.F.TOP OF FOOTING CONNE.CONNECTION L.L.LIVE LOAD T.O.J.TOP OF JOIST CONT.CONTINUOUS LSL LAMINATED STRAND LUMBER T.O.M.TOP OF MASONRY DEG.DEGREE MANUF.MANUFACTURER T.O.W.TOP OF WALL DIA.DIAMETER MAS.MASONRY THICK.THICKNESS DIM.DIMENSION MATL.MATERIAL TLL.TOP LOWER LAYER D.F.DOUGLAS FIR MAX.MAXIMUM TYP.TYPE DOUG. FIR DOUGLAS FIR MM MILIMETER UNO UNLESS NOTIFIED OTHERWISE D.P.DAMP-PROOFING MIN.MINIMUM V.B.VAPOR BARRIER DRP DROP N NEW VER.VERTICAL DWG.DRAWING NOM.NOMINAL V.I.F.VERIFIED IN FIELD DWGS.DRAWINGS NON-BRG.NON BEARING W/WITH E EXISTING NOT REQ.NOT REQUIRED W/O WITHOUT E.N.EDGE NAILING NTS.NOT TO SCALE WL WATER LEVEL E.W.EACH WAY O.C.ON CENTER WT.WEIGHT EA.EACH O.D.OUTSIDE DIAMETER COVER SHEET CS.01 CONSTRUCTION NOTES S0.01 CONSTRUCTION NOTES S0.02 TYPICAL S.O.G. AND FOUNDATION DETAILS S1.01 TYPICAL FOUNDATION DETAILS S1.02 TYPICAL WOOD DETAILS S1.21 TYPICAL WOOD DETAILS S1.22 TYPICAL WOOD DETAILS S1.23 TYPICAL WALL DETAILS S1.24 TYPICAL WOOD DETAILS S1.25 TYPICAL WOOD DETAILS S1.26 FLOOR AND FOUNDATION PLAN S2.01 CLG PLAN S2.11 ROOF PLAN S2.22 SPECIFIC DETAILS S4.01 SPECIFIC DETAILS S4.02 HARDY PANEL DETAILS HFX.01 PROJECT CLIENT 0'2'4'8'16' SHEET TITLE 922 W PARK LN, SANTA ANA, CA 92706 KAWEHI HOLOMALIA, KEKANI112299@YAHOO.COM FOR FIELD VERIFICATION AND CITY PERMIT ONLY SAZAN INC. 77 Waldorf, Irvine, CA 92612 922 W PARK LN, SANTA ANA, CA 92706 INDEX OF DRAWINGS STATE LOCALTION MAP VICINITY LOCATION MAP CS.01 COVER SHEET ABBREVIATION PROJECT INFORMATION CLIENT/TENANT: KAWEHI HOLOMALIA, KEKANI112299@YAHOO.COM STRUCTURAL ENGINEER: MOHAMMAD JALALPOUR SAZAN INC. 77 WALDORF, IRVINE, CA 92612 CELL OFFICE: 949-822-1913 CELL PHONE: 4439422153 EMAIL: MJALALPOUR@SAZANINC.COM PROJECT DESCRIPTION: 1. SAZAN'S SCOPE OF WORK IS LIMITED TO PROVIDING STRUCTURAL DESIGN, DRAWINGS AND DETAILS FOR 554 SF ADDITION CONSISTING OF KITCHEN, BATHROOMS, AND LAUNDRY REMODEL PER ARCH. DWG., LOCATED AT 922 W PARK LN, SANTA ANA, CA 92706. THE AREA OF THIS SCOPE OF WORK IS SHOWN ON DRAWING SHEETS S2.01 TO S2.22. 2. NO AS-BUILT, CONSTRUCTION DOCUMENTS OR SHOP DRAWINGS OF ORIGINAL CONSTRUCTION OR ALTERATIONS TO THE ORIGINAL CONSTRUCTION WERE PROVIDED TO SAZAN. 3. THE SCOPE OF WORK DOES NOT INCLUDE THE ANALYSIS OR EVALUATIONS OF EXISTING STRUCTURE AS A WHOLE OR THE PORTIONS OF IT THAT IS NOT INCLUDED IN THIS SCOPE OF WORK. NO WARRANTY EXPRESSED OR IMPLIED TO THE ADEQUACY, CODE COMPLIANCE, OR CONFORMANCE OF THE EXISTING STRUCTURE IS MADE BY VIRTUE OF THIS DESIGN. THIS SCOPE OF WORK DOES NOT INCLUDE ANY VERIFICATION FOR THE CONFORMANCE OF THE EXISTING STRUCTURE TO THE PROVIDED INFORMATION OR CODE COMPLIANCE. 4. SAZAN PERFORMED THE DESIGN CONSIDERING THE AVAILABLE INFORMATION FOR THE STRUCTURE. SHOULD ADDITIONAL INFORMATION BECOME AVAILABLE THAT SAZAN WAS NOT AWARE OF, OR WHICH WAS UNKNOWN AT THE TIME OF ANALYSIS OR DESIGN, SAZAN RESERVES THE RIGHT TO REVISE THE DESIGN AS NEEDED AND ADDITIONAL COSTS MAY BE REQUIRED. 5. SAZAN PERFORMED THE STRUCTURAL DESIGN IN A MANNER CONSISTENT WITH THE LEVEL OF SKILL AND CARE ORDINARILY EXERCISED BY PROFESSIONAL ENGINEERS AND CONSULTANTS PRACTICING UNDER SIMILAR CONDITIONS. NO OTHER REPRESENTATION, WARRANTY, OR GUARANTEE IS GIVEN. PROVIDED OPINIONS ARE BASED ON OUR ENGINEERING JUDGMENT. SAZAN WILL NOT BE RESPONSIBLE FOR LATENT DEFECTS THAT MAY APPEAR IN THE FUTURE OR FOR DIFFERENT OPINIONS OF OTHERS THAT MAY ARISE. 6. THE DESIGN AND DETAIL OF GUARDRAILS , HANDRAILS AND CHIMNEY ARE NOT INCLUDED IN THIS SCOPE OF WORK. 7. STRUCTURAL OBSERVATION AND SPECIAL INSPECTIONS ARE NOT INCLUDED IN THIS SCOPE OF WORK. 8. ALL WORK SHALL COMPLY WITH THE 2022 EDITION OF CBC, CRC, CMC, CPC, CEC, CGBSC, CEES, AND ALL AMENDMENTS OF THE CITY OF SANTA ANA AND LOCAL AUTHORITIES INCLUDING LOCAL ORDINANCE. 9. WATERPROOFING AND WATER DRAINAGE ARE NOT PART OF THIS SCOPE OF WORK. 10. OWNER IS SOLELY RESPONSIBLE FOR THE ACCURACY OF THE PROVIDED INFORMATION AND SAZAN TAKES NO LIABILITY FOR THE ACCURACY OF THE PROVIDED INFORMATION. 07/07/2025 EXP. 06-30-2026 TITLE SHEET BUILDING INFORMATION:SHEET INDEX: THE CITY OF SANTA ANA CODE COMPLIANCE: SCOPE OF WORK: SITE NOT TO SCALE SITE ADDRESS: NUMBER OF STORIES: EXISTING FLOOR AREA (PER ASSESSORS): YEAR BUILDING WAS CONSTRUCTED:1953 APN:00124410 LOT AREA:8,740 SF TYPE OF CONSTRUCTION:V-B OCCUPANCY GROUP:R-3/U FIRE SPRINKLER:NO PROPOSED FLOOR AREA: PROPOSED ADDITION AREA: LOT COVERAGE CALCULATIONS:(1533 + 383 + 554 + 190) / 8,740 = %30 922 W PARK LN, SANTA ANA, CA 92706 TYPE:SINGLE FAMILY RESIDENTIAL 1 ±1,533 SF EXISTING GARAGE AREA:±383 SF ±371 SFEXISTING PATIO COVER / FRONT PORCH AREA: ±2087 SF ±554 SF MAP VICINITY MAP A-2 FLOOR PLAN T-1 TITLE SHEET GN-2 GENERAL NOTES GN-1 GENERAL NOTES A-3 U-1 D-2 D-3 A-1 FLOOR PLAN A-4 ELEVATIONS & DETAILS D-1 DETAILS GN-3 GENERAL NOTES UTILITY PLANS & DETAILS S1.01 CONSTRUCTION NOTES (BY OTHERS) S1.02 CONSTRUCTION NOTES (BY OTHERS) S1.21 TYPICAL S.O.G. AND FOUNDATION DETAILS (BY OTHERS) S1.22 TYPICAL FOUNDATION DETAILS (BY OTHERS) S1.23 S1.24 S1.26 S2.01 S2.11 S2.22 S4.01 S4.02 HFX.01 TYPICAL WOOD DETAILS (BY OTHERS) S0.01 S0.02 TYPICAL WOOD DETAILS (BY OTHERS) TYPICAL WOOD DETAILS (BY OTHERS) TYPICAL WALL DETAILS (BY OTHERS) TYPICAL WOOD DETAILS (BY OTHERS) FLOOR AND FOUNDATION PLAN (BY OTHERS) CLG PLAN (BY OTHERS) ROOF PLAN (BY OTHERS) SPECIFIED DETAILS (BY OTHERS) HARDY PANEL DETAILS (BY OTHERS) SPECIFIED DETAILS (BY OTHERS) S1.25 TYPICAL WOOD DETAILS (BY OTHERS) T24.1 T24.4 TITLE 24 COMPLIANCE (BY OTHERS) T24.2 TITLE 24 COMPLIANCE (BY OTHERS) T24.3 TITLE 24 COMPLIANCE (BY OTHERS) DETAILS DETAILS DETAILSD-4 Know what'sbelow.Call before you dig. USA North California and Nevada Call Two Working Days Before You Dig! 811 / 800-227-2600 COVER SHEET (BY OTHERS)CS.01 TITLE 24 COMPLIANCE (BY OTHERS) PROPERTY OWNER: ±554 SF ADDITION TO THE EXISITNG HOUSE ±190 SF NEW FRONT PORCH KITCHEN, BATHROOMS, AND LAUNDRY REMODEL   NEW TANKLESS WATER HEATER  DOOR/WINDOW ALTERATIONS  NEW SKYLIGHTS REMOVING (E) FREESTANDING PATIO COVER NOTE: NO WORK PROPOSED IN THE RIGHT-OF-WAY. KAWEHI HOLOMALIA,KEKANI112299@YAHOO.COM 2022 CALIFORNIA RESIDENTIAL CODE (CRC) AND/OR 2022 CALIFORNIA BUILDING CODE (CBC) AS APPLICABLE. 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE (CALGREEN) 2022 CALIFORNIA ELECTRICAL CODE (CEC) 2022 CALIFORNIA MECHANICAL CODE (CMC) 2022 CALIFORNIA PLUMBING CODE (CPC) 2022 CALIFORNIA FIRE CODE (CFC) 2022 CALIFORNIA BUILDING ENERGY EFFICIENCY STANDARDS (CBEES) AND CITY OF SANTA ANA MUNICIPAL CODE. ROOF PLANS, SCHEDULES & DETAILS A-5 ELEVATIONS, SECTION & DETAILS A-6 ELEVATIONS, SECTION & DETAILS T-1 HOLOMALIA RESIDENCE SHEET REV DATE DESCRIPTION 05/02/24A T H E R E S H A L L B E N O C H A N G E S O R D E V I A T I O N O N T H E S E P L A N S W I T H O U T T H E C O N S E N T O F P L A N A N D P E R M I T I N C . N O T E S A N D D E T A I L S O N T H E D R A W I N G S S H A L L T A K E P R E C E D E N C E O V E R G E N E R A L N O T E S A N D T Y P I C A L D E T A I L S . W H E R E N O D E T A I L S S H O W N O R N O T E D O N T H E D R A W I N G S , T H E D E T A I L S S H A L L B E T H E S A M E A S F O R O T H E R S I M I L A R W O R K .C O N T R A C T O R S H A L L V E R I F Y A L L P L A N S , E X I S T I N G D I M E N S I O N S A N D F I E L D C O N D I T I O N S O N T H E J O B S I T E A N D S H A L L I MM E D I A T E L Y N O T I F Y T O P L A N A N D P E R M I T I N C A N Y D I S C R E P A N C I E S I N WR I T I N G P R I O R T O T H E C O MM E N C E M E N T O F A N Y W OR K O R B E R E S P O N S I B L E F O R S A M E . TH E S E D E S I G N S , D R A W I N G S A N D S P E C I F I C A T I O N S A R E T H E P R O P E R T Y A N D C O P Y R I G H T O F P L A N A N D P E R M I T I N C A N D S H A L L N O T B E U S E D I N C O N N E C T I O N W I T H A N Y O T H E R W O R K E X C E P T B Y A G R E E M E N T W I T H P L A N A N D P E R M I T I N C . B Y U S I N G T H E S E P L A N S , T H E U S E R A G R E E S T O R E L E A S E P L A N A N D P E R M I T I N C F R O M A N Y A N D A L L C L A I M S , L I A B I L I T I E S , S U I T S , A N D D E M A N D S O N A C C O U N T O F A N Y I N J U R Y , D A M A G E O R L O S S O R P E R S O N S O R P R O P E R T Y , I N C L U D I N G I N J U R Y O R D E A T H , O R E C O N O M I C L O S S E S , A R I S I N G O U T O F T H E U S E O F T H E S E P L A N S . B SKETCH FOR REVIEW C 90PD FOR APPROVALD 0 100PD FOR SUBMITTAL 90PD FOR REVIEW PROPERTY ADDRESS: 922 W PARK LN, SANTA ANA, CA 92706 PLAN AND PERMIT INC. ARCHITECTURAL DESIGN SERVICES 9891 IRVINE CENTER DR #200 IRVINE, CA 92618 (714)-715-0923 biz@planandpermit.com LOCATION QR CODE: STATE OF CAL IFORNIA EXP. DATE L I C E NS E D A R C H I T E C T C - 34643 06/30/2027 SIGNATURE PAUL SAN GEMINO 07/09/24 07/23/24 07/10/25 1 PC109/29/25 06/09/24 SKETCH FOR REVIEW FOR PLANNING REVIEWE08/20/24 F 09/15/24 FOR PLANNING REVIEW G 02/06/25 FOR PLANNING REVIEW H 02/21/25 FOR PLANNING REVIEW I 04/19/25 FOR PLANNING REVIEW J 05/01/25 FOR PLANNING REVIEW NOT TO SCALE AERIAL VIEW SITE A-0 SITE PLANS PROPOSED FRONT PORCH AREA:±190 SF 4 SITE FRONT SETBACK CALCULATIONS: LOT 1: (20+30) / 2 = 25 LOT 2: (20+30+45) / 3 = 31 LOT 3: (20+35+25) / 3 = 26 LOT 4: (20+30+35) / 3 = 28 FRONT SETBACK OF EACH OF THE INDIVIDUAL LOTS / TOTAL AMOUNT OF LOTS ---> 110 / 4 = 27.5 3 2 1 FLOOD ZONE:X 1 1 1 1 1 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 REQUIRED SPECIAL FEATURES THE FOLLOWING ARE FEATURES THAT MUST BE INSTALLED AS CONDITION FOR MEETING THE MODELED ENERGY PERFORMANCE FOR THIS COMPUTER ANALYSIS. ·NEW DUCTWORK ADDED IS LESS THAN 25 FEET IN LENGTH ·QUALITY INSULATION INSTALLATION (QII) ·KITCHEN RANGE HOOD ·REFRIGERANT CHARGE VERIFICATION REQUIRED IF A REFRIGERANT CONTAINING COMPONENT IS ALTERED ·DUCT SEALING REQUIRED IF A DUCT SYSTEMS COMPONENT, PLENUM OR AIR HANDING UNIT IT ALTERED 1 Docusign Envelope ID: 19C98200-DBD2-46D9-ADCA-E58071C813C9 UP A/ C UP CA 2 4 " X 1 8 " . UP A/ C CA 2 4 " X 1 8 " . UP CA 2 4 " X 1 8 " . SITE PLANS A-0 HOLOMALIA RESIDENCE SHEET REV DATE DESCRIPTION 05/02/24A T H E R E S H A L L B E N O C H A N G E S O R D E V I A T I O N O N T H E S E P L A N S W I T H O U T T H E C O N S E N T O F PL A N A N D P E R M I T I N C . N O T E S A N D D E T A I L S O N T H E D R A W I N G S S H A L L T A K E P R E C E D E N C E O V E R G E N E R A L N O T E S A N D T Y P I C A L D E T A I L S . W H E RE N O D E T A I L S S H O W N O R N O T E D O N T H E D R A W I N G S , T H E D E T A I L S S H A L L B E T H E S A M E A S F O R O T H E R S I M I L A R W O R K .C O N T R A C T O R S H A L L V E R I F Y A L L P L A N S , E X I S T I N G D I M E N S I O N S A N D F I E L D C O N D I T I O N S O N T H E J O B S I T E A N D S H A L L I M M E D I A T E L Y N O T I F Y T O P L A N A N D P E R MI T I N C A N Y D I S C R E P A N C I E S I N W R I T I N G P R I O R T O T H E C O M M E N C E M E N T O F A N Y W O R K O R B E R E S P O N S I B L E F O R S A ME . TH E S E D E S I G N S , D R A W I N G S A N D S P E C I F I C A T I O N S A R E T H E P R O P E R T Y A N D C O P Y R I G H T O F P L A N A N D P E R M I T I N C A N D S H A L L N O T B E U S E D I N C O N N E C T I O N W I T H A N Y O T H E R W O R K E X C E P T B Y A G R E E M E N T W I T H P L A N A N D P E R M I T I N C . B Y U S I N G T H E S E P L A N S , T H E U S E R A G R E E S T O R E L E A S E P L A N A N D P E R M I T I N C F R O M A N Y A N D A L L C L A I M S , L I A B I L I T I E S , S U I T S , A N D D E M A N D S O N A C C O U N T O F A N Y I N J U R Y , D A M A G E O R L O S S O R P E R S O N S O R P R O P E R T Y , I N C L U D I N G I N J U R Y O R D E A T H , O R E C O N O M I C L O S S E S , A R I S I N G O U T O F T H E U S E O F T H E S E P L A N S . B SKETCH FOR REVIEW C 90PD FOR APPROVALD 0 100PD FOR SUBMITTAL 90PD FOR REVIEW PROPERTY ADDRESS: 922 W PARK LN, SANTA ANA, CA 92706 PLAN AND PERMIT INC. ARCHITECTURAL DESIGN SERVICES 9891 IRVINE CENTER DR #200 IRVINE, CA 92618 (714)-715-0923 biz@planandpermit.com LOCATION QR CODE: STATE OF CAL IFORNIA EXP. DATE L I C E NS E D A R C H I T E C T C - 34643 06/30/2027 SIGNATURE PAUL SAN GEMINO 07/09/24 07/23/24 07/10/25 1 PC109/29/25 06/09/24 SKETCH FOR REVIEW FOR PLANNING REVIEWE08/20/24 F 09/15/24 FOR PLANNING REVIEW G 02/06/25 FOR PLANNING REVIEW H 02/21/25 FOR PLANNING REVIEW I 04/19/25 FOR PLANNING REVIEW J 05/01/25 FOR PLANNING REVIEW 922 W PARK LN,SANTA ANA, CA 92706 (E) SFD ADDRESS: (N) PROPOSED ADDITION ±554 SF 922 W PARK LN,SANTA ANA, CA 92706 (E) SFD ADDRESS: (E) DRIVEWAY APPROX. P/L ±36.62' APPROX. P/L ± 2 7 . 9 6 ' (E) GATE TO BE RELOCATED (E) GAS METER (E) HVAC CONDENSER (E) FENCE.TYP. (E) CRAWL SPACE ACCESS (E) EAVE LINE (E) SHED (E) GARAGE (E) LANDSCAPING.TYP. ADJACENT PROPERTY NOT IN SCOPE OF WORK APPROX. P/L ±90.00' (E) WATER METER (E) LANDSCAPING TO BE REMOVED.TYP. (E) LANDING/STEPS TO BE REMOVED AD J A C E N T P R O P E R T Y NO T I N S C O P E O F W O R K AP P R O X . P / L ± 1 2 0 . 1 3 ' (E) ELECTRICAL METER & PANEL (E) PATIO COVER TO BE REMOVED W PARK LN AD J A C E N T P R O P E R T Y NO T I N S C O P E O F W O R K AP P R O X . P / L ± 1 1 4 . 2 0 ' APPROX. P/L ±36.62' APPROX. P/L ± 2 7 . 9 6 ' (E) LANDSCAPING.TYP. ADJACENT PROPERTY NOT IN SCOPE OF WORK APPROX. P/L ±90.00' (E) WATER METER AD J A C E N T P R O P E R T Y NO T I N S C O P E O F W O R K AP P R O X . P / L ± 1 1 4 . 2 0 ' (E) GATE (E) GAS METER (E) HVAC CONDENSER (E) FENCE.TYP. (E) CRAWL SPACE ACCESS (E) EAVE LINE (E) SHED (N) CRAWL SPACE ACCESS 24"X18". (E) GARAGE W PARK LN (E) ELECTRICAL METER & PANEL (N) EAVE LINE NOTE: UNDER GROUNDING OF ELECTRICAL, CABLE AND PHONE IS REQUIRED. 1 EXISTING SITE PLAN 08'8'16' 18" = 1'-0" 2 08'8'16' 18" = 1'-0" PROPOSED SITE PLAN (E) DRIVEWAY (N) COVERED PORCH, ±190 SF (N) GATE (E) GATE (E) CANOPY TREE (E) PALM TREE (N) (6) FIVE GALLON SHRUB (E) ONE GALLON SHRUB. TYP. (E) CANOPY TREE (E) PALM TREE (E) ONE GALLON SHRUB. TYP. (N) LANDING AND STAIRS MATERIAL: TREX COMPOSITE DECK BOARD W/ PRESSURE TREATED FARMING (N) POST. TYP. RE: STRUCTRAL SHEETS (N) BLACK ALUMINUM RAILING.TYP. (N) DESIGNATED 30"x30" SPACE FOR FUTURE ELECTRIC HEATPUMP WATER HEATER AD J A C E N T P R O P E R T Y NO T I N S C O P E O F W O R K AP P R O X . P / L ± 1 2 0 . 1 3 ' (N) 30"x30" DESIGNATED SPACE FOR FUTURE ELECTRIC HEAT PUMP WATER HEATER. SEE ELECTRIC READY REQUIRMENTS NOTE ii AT SHEET U-1. 1 Docusign Envelope ID: 19C98200-DBD2-46D9-ADCA-E58071C813C9 REF (E) FP V.R D/W (E) KITCHEN (E) LIVING ROOM (E) DINING ROOM (E) MASTER BEDROOM (E) BEDROOM (E) GARAGE (E) BEDROOM (E ) B A T H R O O M (E) CLOSET (E) CLOSET (E) CLOSET (E) STORE (E) ENTRY UP UP A/ C ATTICFAU AAMIN. 22"X30". STA C K A B L E W& D WH (E) PA N T R Y (E ) M A S T E R B A T H CA 2 4 " X 1 8 " . UP REF (E) FP V.R D/W (E) KITCHEN (E) LIVING ROOM (E) DINING ROOM (E) MASTER BEDROOM (E) BEDROOM (E) GARAGE (E) BEDROOM (E ) B A T H R O O M (E) CLOSET (E) CLOSET (E) CLOSET (E) STORE (E) ENTRY UP UP A/ C ATTICFAU AAMIN. 22"X30". STA C K A B L E W& D WH (E) PA N T R Y (E ) M A S T E R B A T H CA 2 4 " X 1 8 " . UP A-1 HOLOMALIA RESIDENCE SHEET REV DATE DESCRIPTION 05/02/24A THERE SHALL BE NO CHANGES OR DEV IATION ON THESE PLANS WITHOUT T HE CONSENT OF PLAN AND PERMIT INC. NOTES AND DETAILS ON THE DRA WINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETA ILS. WHERE NO DETAILS SHOWN OR NOTED ON THE DRAWINGS, THE DETAI LS SHALL BE THE SAME AS FOR OTHE R SIMILAR WORK.CONTRACTOR SHALL VERIFY ALL PLANS, EXISTING DIMENSIONS AND FIELD CONDITIONS ON THE JOB SITE AND SHALL IMMEDIATELY NOTIFY TO PLAN AND PERMIT IN C ANY DISCREPANCIES IN WRITING P RIOR TO THE COMM ENCEMENT OF ANY WORK OR BE RESPON SIBLE FOR SAME. TH E S E D E S I G N S , D R A W I N G S A N D S P E C I F I C A T I O N S A R E T H E P R O P E R T Y A N D C O P Y R I G H T O F P L A N A N D P E R M I T I N C A N D S H A L L N O T B E U S E D I N C O N N EC T I O N W I T H A N Y O T H E R W O R K E X C E P T B Y A G R E E M E N T W I T H P L A N A N D P E RM I T I N C . B Y U S I N G T H E S E P L A N S , T H E U S E R A G R E E S T O R E L E A S E P L A N A N D P E R M I T I N C F R O M A N Y A N D A L L C L A I M S , L I A B I L I T I E S , S U I T S , A N D D E M A N D S O N A C C O U N T O F A N Y I N J U R Y , D A M A G E O R L O S S O R P E R S O N S O R P R O P E R T Y , I N C L U D I N G I N J U R Y O R D E A T H , O R E C O N O M I C L O S S E S , A R I S IN G O U T O F T H E U S E O F T H E S E P L A N S . B SKETCH FOR REVIEW C 90PD FOR APPROVALD 0 100PD FOR SUBMITTAL 90PD FOR REVIEW PROPERTY ADDRESS: 922 W PARK LN, SANTA ANA, CA 92706 PLAN AND PERMIT INC. ARCHITECTURAL DESIGN SERVICES 9891 IRVINE CENTER DR #200 IRVINE, CA 92618 (714)-715-0923 biz@planandpermit.com LOCATION QR CODE: STATE OF CAL IFORNIAEXP. DATE L I C E NS E D A R CHI T E C T C - 34643 06/30/2027 SIGNATURE PAUL SAN GEMINO 07/09/24 07/23/24 07/10/25 06/09/24 SKETCH FOR REVIEW FOR PLANNING REVIEWE08/20/24 F 09/15/24 FOR PLANNING REVIEW G 02/06/25 FOR PLANNING REVIEW H 02/21/25 FOR PLANNING REVIEW I 04/19/25 FOR PLANNING REVIEW J 05/01/25 FOR PLANNING REVIEW 2 FLOOR PLAN 04' 4'8' 14" = 1'-0" BUILDING SECTION DESIGNATION SHEET NUMBER BUILDING ELEVATION DESIGNATION SHEET NUMBER LEGEND: = = = DETAIL REFERENCE SHEET NUMBER =FLOOR ELEVATION CHANGE WINDOW DESIGNATION DOOR DESIGNATION ROOM CEILING HEIGHT, FLOORING = = == =WALL SECTION REFERENCE SHEET NUMBER = = = SMOKE ALARM SEALED BATTERY PHOTOELECTRIC SMOKE DETECTOR WITH IONIZATION SENSOR, INTERCONNECTED AND HARD-WIRED,(UL 217). CARBON MONOXIDE ALARM SEALED BATTERY PHOTOELECTRIC, INTERCONNECTED AND HARD-WIRED,(UL 2034). =NEW WALL 2X4==WALL TO STAY WALL TO DEMO= REVISION DESIGNATION= =NEW WALL 2X6= =1HR FIRE RATED WALL 2X4= ==1HR FIRE RATED WALL 2X6EXISTING 1HR FIRE RATED COMMON WALL=ROOM 0" CLG, FLOORING MAX.7 3 4" MA X . 7 3 4" (E) WALL TO BE REMOVED.TYP. (E) WINDOW TO BE REMOVED.TYP. (E) DOOR TO BE REMOVED.TYP. (E) STAIR TO BE REMOVED.TYP. (E) KITCHEN CABINETS AND APPLIANCES TO BE REMOVED (E) TANK WATER HEATER TO BE RELOCATED (E) HVAC CONDENSER, ON CONCRETE PAD (E) GAS METER (E) CRAWL SPACE ACCESS DEMOLISHING PLAN 1 A-4 1A- 5 3A- 4 1 A-6 (E) ELECTRICAL METER & PANEL PROVIDE OPENING FOR (N) SKYLIGHT PREVAILI N G S E T B A C K L I N E REMOVE EXTERIOR FINISH AND SHEATHING TO STUD WALL. GENERAL CONTRACTOR TO COORDINATE WITH STRUCTURAL AT LOCATION OF SHEAR WALL 1 EXISTING FLOOR PLAN 08' 8' 16' 18" = 1'-0" (E) FP (E) LIVING ROOM (E) MASTER BEDROOM (E) BEDROOM (E) GARAGE (E) BEDROOM (E ) B A T H R O O M (E) CLOSET (E) CLOSET (E) CLOSET (E) STORE A/ C ATTIC FAU AAMIN. 22"X30". (N) ENTRY 8' CLG (N) DINING ROOM 8' CLG (N) KITCHEN 8' CLG (N) FRONT PORCH SLPD CLG (N) LIVING ROOM 8' CLG (E ) M A S T E R B A T H CA 2 4 " X 1 8 " . UP CA 2 4 " X 1 8 " . W D REFD/W (N) LINEN 8' CLG TWH UP (N) LAUNDRY/PANTRY 8' CLG A-2 HOLOMALIA RESIDENCE SHEET REV DATE DESCRIPTION 05/02/24A T H E R E S H A L L B E N O C H A N G E S O R D E V I A T I O N O N T H E S E P L A N S W I T H O U T T H E C O N S E N T O F PL A N A N D P E R M I T I N C . N O T E S A N D D E T A I L S O N T H E D R A W I N G S S H A L L T A K E P R E C E D E N C E O V E R G E N E R A L N O T E S A N D T Y P I C A L D E T A I L S . W H E RE N O D E T A I L S S H O W N O R N O T E D O N T H E D R A W I N G S , T H E D E T A I L S S H A L L B E T H E S A M E A S F O R O T H E R S I M I L A R W O R K .C O N T R A C T O R S H A L L V E R I F Y A L L P L A N S , E X I S T I N G D I M E N S I O N S A N D F I E L D C O N D I T I O N S O N T H E J O B S I T E A N D S H A L L I M M E D I A T E L Y N O T I F Y T O P L A N A N D P E R MI T I N C A N Y D I S C R E P A N C I E S I N W R I T I N G P R I O R T O T H E C O M M E N C E M E N T O F A N Y W O R K O R B E R E S P O N S I B L E F O R S A ME . TH E S E D E S I G N S , D R A W I N G S A N D S P E C I F I C A T I O N S A R E T H E P R O P E R T Y A N D C O P Y R I G H T O F P L A N A N D P E R M I T I N C A N D S H A L L N O T B E U S E D I N C O N N E C T I O N W I T H A N Y O T H E R W O R K E X C E P T B Y A G R E E M E N T W I T H P L A N A N D P E R M I T I N C . B Y U S I N G T H E S E P L A N S , T H E U S E R A G R E E S T O R E L E A S E P L A N A N D P E R M I T I N C F R O M A N Y A N D A L L C L A I M S , L I A B I L I T I E S , S U I T S , A N D D E M A N D S O N A C C O U N T O F A N Y I N J U R Y , D A M A G E O R L O S S O R P E R S O N S O R P R O P E R T Y , I N C L U D I N G I N J U R Y O R D E A T H , O R E C O N O M I C L O S S E S , A R I S I N G O U T O F T H E U S E O F T H E S E P L A N S . B SKETCH FOR REVIEW C 90PD FOR APPROVALD 0 100PD FOR SUBMITTAL 90PD FOR REVIEW PROPERTY ADDRESS: 922 W PARK LN, SANTA ANA, CA 92706 PLAN AND PERMIT INC. ARCHITECTURAL DESIGN SERVICES 9891 IRVINE CENTER DR #200 IRVINE, CA 92618 (714)-715-0923 biz@planandpermit.com LOCATION QR CODE: STATE OF CAL IFORNIA EXP. DATE L I C E NS E D A R C H I T E C T C - 34643 06/30/2027 SIGNATURE PAUL SAN GEMINO 07/09/24 07/23/24 07/10/25 1 PC109/29/25 06/09/24 SKETCH FOR REVIEW FOR PLANNING REVIEWE08/20/24 F 09/15/24 FOR PLANNING REVIEW G 02/06/25 FOR PLANNING REVIEW H 02/21/25 FOR PLANNING REVIEW I 04/19/25 FOR PLANNING REVIEW J 05/01/25 FOR PLANNING REVIEW 1 FLOOR PLAN 04'4'8' 14" = 1'-0" BUILDING SECTION DESIGNATION SHEET NUMBER BUILDING ELEVATION DESIGNATION SHEET NUMBER LEGEND: = = = DETAIL REFERENCE SHEET NUMBER =FLOOR ELEVATION CHANGE WINDOW DESIGNATION DOOR DESIGNATION ROOM CEILING HEIGHT, FLOORING = = == =WALL SECTION REFERENCE SHEET NUMBER = = = SMOKE ALARM SEALED BATTERY PHOTOELECTRIC SMOKE DETECTOR WITH IONIZATION SENSOR, INTERCONNECTED AND HARD-WIRED,(UL 217). CARBON MONOXIDE ALARM SEALED BATTERY PHOTOELECTRIC, INTERCONNECTED AND HARD-WIRED,(UL 2034). =NEW WALL 2X4==WALL TO STAY WALL TO DEMO= REVISION DESIGNATION= =NEW WALL 2X6= =1HR FIRE RATED WALL 2X4= ==1HR FIRE RATED WALL 2X6EXISTING 1HR FIRE RATED COMMON WALL=ROOM 0" CLG, FLOORING MAX.7 3 4" PROPOSED FLOOR PLAN PROPOSED ADDITION , ±554 SF (N) SKYLIGHT, 14 12" X 45 34". TYP.SEE WINDOW SCHEDULE (N) WALK-IN SHOWER W/ MIN. 6' HIGH NON-ABSORBENT SURFACE ABOVE THE DRAIN LEVEL AT THE SURROUNDING WALLS W/ TEMPERED GLASS DOOR. (N) CRAWL SPACE ACCESS 24"X18". 3 A-5 3 A-6 2 A-4 2A- 5 4A- 4 2 A-6 PREVAILI N G S E T B A C K L I N E (N) KITCHEN CABINETS AND APPLIANCES (N) ISLAND (N) GAS RANGE W/ MIN. Ø7" MTL DUCTED & HVI RATED HOOD MIN. 180CFM (N) GAS TANKLESS WATER HEATER (N) DOOR. TYP. SEE DOOR SCHEDULE (N) LANDING AND STAIRS MATERIAL: TREX COMPOSITE DECK BOARD W/ PRESSURE TREATED FARMING (N) BLACK ALUMINUM RAILING.TYP. (N) POST. TYP. RE: STRUCTRAL SHEETS (N) DESIGNATED 30"x30" SPACE FOR FUTURE ELECTRIC HEATPUMP WATER HEATER (N) 30"x30" DESIGNATED SPACE FOR FUTURE ELECTRIC HEAT PUMP WATER HEATER. SEE ELECTRIC READY REQUIRMENTS NOTE ii AT SHEET U-1. 1 Docusign Envelope ID: 19C98200-DBD2-46D9-ADCA-E58071C813C9 d KWEKWE KWE Ͳϰ ,K>KD>/Z^/E ^,d Zs d^Z/Wd/KE ϬϱͬϬϮͬϮϰ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd ,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/E Ez/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&Ez tKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K Z W Z K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E ' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ^<d,&KZZs/t & ϵϬW&KZWWZKs>' ϭϬϬW&KZ^hD/dd> ϵϬW&KZZs/t WZKWZdzZ^^͗ ϵϮϮtWZ<>E͕ ^EdE͕ϵϮϳϬϲ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ ϵϴϵϭ/Zs/EEdZZηϮϬϬ /Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I C E NS E D A R CHI T E C T C - 34643 06/30/2027 SIGNATURE PAUL SAN GEMINO ϬϳͬϬϵͬϮϰ ϬϳͬϮϯͬϮϰ ϬϳͬϭϬͬϮϱ ϬϲͬϬϵͬϮϰ ^<d,&KZZs/t &KZW>EE/E'Zs/t(ϬϴͬϮϬͬϮϰ )ϬϵͬϭϱͬϮϰ &KZW>EE/E'Zs/t *ϬϮͬϬϲͬϮϱ &KZW>EE/E'Zs/t +ϬϮͬϮϭͬϮϱ &KZW>EE/E'Zs/t ,ϬϰͬϭϵͬϮϱ &KZW>EE/E'Zs/t -ϬϱͬϬϭͬϮϱ &KZW>EE/E'Zs/t >sd/KE^ Θd/>^ y/^d/E'EKZd,>sd/KE WZKWK^EKZd,>sd/KE y/^d/E't^d>sd/KE WZKWK^t^d>sd/KE />/E',/',d &/E/^,&>KKZ &/E/^,'Z dKWK&ZKK& ϰϭϮΗ͗ϭϮ W/d, ϰϭϮΗ͗ϭϮ W/d, />/E',/',d &/E/^,&>KKZ &/E/^,'Z dKWK&ZKK& ,Z,/',d dKWK&ZKK& &/E/^,'Z dKWK&ZKK& &/E/^,'Z ϰϭϮΗ͗ϭϮ W/d, ϰϭϮΗ͗ϭϮ W/d, ϰϭϮΗ͗ϭϮ W/d,ϰϭϮΗ͗ϭϮ W/d, ;Ϳt>>dKZDKs ;Ϳ^d/ZdKZDKs͘dzW͘ ;Ϳ&KhEd/KEsEddKZDKs͘dzW͘ ;ͿKsZ,E'dKZDKs ;Ϳt/EKtdKZDKs͘dzW͘ ;EͿt>>tͬ^dhK͘hEEtZ^͕ K>KZ͗tZDt,/dͮtϯϴϬ͕dK Dd,tͬ;Ϳt>>͘;KZWWZKsYh>Ϳ ;EͿt/EKttͬ 'Z/^͘dzW͘^ t/EKt^,h> ;EͿKKZ͘^KKZ^,h> ;ͿZKK&sdK ZDKs ;ͿKsZ,E'dK ZDKs ;Ϳ>dZ/> DdZΘWE> ;Ϳ&KhEd/KEsEd͘dzW͘ ;ͿZKK&'hddZΘ KtE^WKhddK ZDKs͘dzW͘ ;Ϳ'>sEddKZDKs ;EͿ'>sEdϭϮΗyϭϴΗ ;EͿZKK&'hddZΘKtE^WKhd͕W/Ed tͬ><K>KZdKDd,tͬy/^d/E' ;EͿ&^/KZdK Dd,tͬy/^d/E'͘dzW͘ $ $ ;EͿ&^/KZdK Dd,tͬy/^d/E'͘dzW͘ 7<3,&$/:,1'2:'(7$,/ ^/>>&>^,/E'DDZE/E^d>> hEZt/EKtE/>/E'&/E ^/>>͕Z&Z^dZhdhZ> t,ZWW>/> 'zW͘KZt/E͘tZW Η>ΗDd> <ZZKE^>Ed DEd^dhK '>sE/Dd>>d, t/EKt^^,h> &>^,/E'Θ^>Ed ^,d,/E' ;ϮͿ>zZ^h/>/E'WWZ ϵΗ^&>WKͬt/E͘&/E >K</E'^E^^Zz ^dt/EKt/E^>Ed ,Zt,ZKhZ^͕ Z͗^dZhdhZ>t'^͘ <ZZKE^>Ed ^/E' ;ϮͿ>zZ^h/>/E'WWZ hEZ&>^,/E'DDZE E͘d͘^͘ ydZ/KZt>> ;EͿ>E/E'E^d/Z^DdZ/>͗ dZyKDWK^/d<KZtͬ WZ^^hZdZd&ZD/E' ;Ϳ,/DEzdKZD/E ;Ϳ,/DEzdKZD/E ;EͿZ^^EhDZ ;ͿZ^^EhDZdKZ>Kd ;Ϳ^//E'WE>dKZDKs ;EͿKhdKKZ>/',d/E'͘dzW͘ ;EͿ&/ZDEd;KZEddEͿ^//E'͘:D^ ,Z/WZKhd^͕K>KZ͗^>dZD/>>Πͬ^DKKd,͕ Zd/t,/d͕/^ZͲϮϮϵϬ͘;KZWWZKsYh>Ϳ ;EͿ&/ZDEd;KZEddEͿ ^//E'͘:D^,Z/WZKhd^͕K>KZ͗ ^>dZD/>>Πͬ^DKKd,͕Zd/ t,/d͕/^ZͲϮϮϵϬ͘;KZWWZKsYh>Ϳ ;EͿt>>tͬ^dKE͕t^d><ZKz>^dKE>>Ͳ>KZK ^dKEΠ͕>/&&^dKEΠ^dKE͕t,/dZ<͕ϭ͘ϮϱΗʹϱ͘ϱΗyϰΗʹϮϭ͘ϮϱΗ͘ d,/<E^^͗Ϭ͘ϲϮϱΗʹϮ͘ϯϳϱΗ͕/^ZͲϭϮϭϱ͘;KZWWZKsYh>Ϳ ;EͿt>>tͬ^dKE͕t^d><ZKz>^dKE>>Ͳ >KZK^dKEΠ͕>/&&^dKEΠ^dKE͕ t,/dZ<͕ϭ͘ϮϱΗʹϱ͘ϱΗyϰΗʹϮϭ͘ϮϱΗ͘d,/<E^^͗ Ϭ͘ϲϮϱΗʹϮ͘ϯϳϱΗ͕/^ZͲϭϮϭϱ͘;KZWWZKsYh>Ϳ $ ;EͿZKK&tͬZZZd^W,>d^,/E'>͕'&d/DZ>/E,ΠZ^͕ >^^͕K>KZdKDd,tͬ;Ϳ͕ZZK͗ϬϲϳϲͲϬϭϯϲď͕ /Ͳ^ZͲϯϮϲϳΘ^ZͲϭϰϳϱ͘;KZWWZKsYh>Ϳ ;EͿZKK&tͬZZZd^W,>d^,/E'>͕'&d/DZ>/E,ΠZ^͕ >^^͕K>KZdKDd,tͬ;Ϳ͕ZZK͗ϬϲϳϲͲϬϭϯϲď͕ /Ͳ^ZͲϯϮϲϳΘ^ZͲϭϰϳϱ͘;KZWWZKsYh>Ϳ :D^/E' KKZd,Z^,K> KKZ^^,h> ,&>^,/E' <ZZKE^>Ed :DK>/E't/d,tW,K>^͘ ,>D/E͘ϯΗ&>E',>hW ϭͬϰΗ&ZKD,&>^,/E' ;ϮͿ>zZ^h/>/E'WWZ &>^,/E'dW &>^,/E' ^,d,/E' ydZ/KZt>> DEd^dhK E͘d͘^͘ dzW/>ydZ/KZ^t/E'KKZd/> ,Zt,ZKhZ^͕ Z͗^dZhdhZ>t'^͘ ;EͿWK^d͘dzW͘ Z͗^dZhdZ>^,d^ ;EͿ<EZ͘dzW͘ Z͗^dZhdZ>^,d^ ;EͿ><>hD/EhDZ/>/E'͘dzW͘ WZKs/KWE/E'&KZ ;EͿ&KhEd/KEsEd ;ͿZKK&tͬZZZd^W,>d^,/E'> ;ͿZKK&tͬZZZd^W,>d^,/E'> ;EͿ&KhEd/KEsEdϭϲΗyϲΗ͘^^dZhdhZ>^,d^&KZ >Kd/KEK&sEd>K<Khd/E&KhEd/KEt>> &$ ; &$ ; &$ ; ;EͿ</d,E;EͿEdZz ;EͿ>hEZzͬWEdZz;Ϳ'Z' d Ͳϱ ,K>KD>/Z^/E ^,d Zs d^Z/Wd/KE ϬϱͬϬϮͬϮϰ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd ,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/E Ez/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&Ez tKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K Z W Z K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E ' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ^<d,&KZZs/t & ϵϬW&KZWWZKs>' ϭϬϬW&KZ^hD/dd> ϵϬW&KZZs/t WZKWZdzZ^^͗ ϵϮϮtWZ<>E͕ ^EdE͕ϵϮϳϬϲ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ ϵϴϵϭ/Zs/EEdZZηϮϬϬ /Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I C E NS E D A R CHI T E C T C - 34643 06/30/2027 SIGNATURE PAUL SAN GEMINO ϬϳͬϬϵͬϮϰ ϬϳͬϮϯͬϮϰ ϬϳͬϭϬͬϮϱ ϬϲͬϬϵͬϮϰ ^<d,&KZZs/t &KZW>EE/E'Zs/t(ϬϴͬϮϬͬϮϰ )ϬϵͬϭϱͬϮϰ &KZW>EE/E'Zs/t *ϬϮͬϬϲͬϮϱ &KZW>EE/E'Zs/t +ϬϮͬϮϭͬϮϱ &KZW>EE/E'Zs/t ,ϬϰͬϭϵͬϮϱ &KZW>EE/E'Zs/t -ϬϱͬϬϭͬϮϱ &KZW>EE/E'Zs/t >sd/KE^͕^d/KE Θd/>^ y/^d/E'^d>sd/KE WZKWK^^d>sd/KE WZKWK^^d/KE />/E',/',d &/E/^,&>KKZ &/E/^,'Z dKWK&ZKK& />/E',/',d &/E/^,&>KKZ &/E/^,'Z dKWK&ZKK& ,Z,/',d ,Z,/',d />/E',/',d &/E/^,&>KKZ ϰϭϮΗ͗ϭϮ W/d, ϰϭϮΗ͗ϭϮ W/d, ϰϭϮΗ͗ϭϮ W/d, ϰϭϮΗ͗ϭϮ W/d, ϰϭϮΗ͗ϭϮ W/d, ϰϭϮΗ͗ϭϮ W/d,ϰϭϮΗ͗ϭϮ W/d, ;Ϳ^d/ZdKZDKs͘dzW͘ ;Ϳ&KhEd/KEsEddKZDKs͘dzW͘ ;Ϳt/EKtdKZDKs͘dzW͘ ;ͿZKK&dKZDKs ;Ϳt>>dKZDKs ;ͿKKZdKZDKsWZKs/KWE/E'&KZ ;EͿt/EKt ;Ϳ'^DdZ ;EͿt>>tͬ^dhK͘hEEtZ^͕K>KZ͗tZDt,/dͮ tϯϴϬ͕dKDd,tͬ;Ϳt>>͘;KZWWZKsYh>Ϳ ;EͿ&KhEd/KEsEdϭϴΗyϴΗ͘dzW͘^^dZhdhZ>^,d^&KZ >Kd/KEK&sEd>K<Khd/E&KhEd/KEt>> ;EͿZt>^W^^ϮϰΗyϭϴΗ͘ ;ͿZKK&'hddZΘ KtE^WKhddK ZDKs͘dzW͘ ;ͿZt>^W^^;Ϳ,sKEE^Z͕ KEKEZdW ;EͿ'>sEdϭϴΗyϮϰΗ͕ ^ZKK&sEd>^͘ ;EͿ&^/KZdK Dd,tͬy/^d/E'͘dzW͘ ;EͿt/EKttͬ'Z/^͘dzW͘ ^t/EKt^,h> ;EͿZ/<d ;EͿZͲϭϱ/E^h>d/KE͕WZdϮϰ͘ ;EͿZͲϯϬ/E^h>d/KE͕WZdϮϰ͘ ;EͿZͲϭϵ/E^h>d/KE͕WZdϮϰ͘ />/E':K/^d͖ Z͗^dZhdhZ>^,d^ ZKK&Z&dZ͘dzW͘ Z͗^dZhdhZ>^,d^ ;EͿKKZ͖Z͗KKZ^,h> ΘWZKWK^&>KKZW>E ;EͿt/EKttͬ'Z/^͘dzW͘ Z͗t/EKt^,h>Θ WZKWK^&>KKZW>E Zt>^W E͘d͘^͘ tW^ZΛydZ/KZt>>WZ^dDϵϮϲ E͘d͘^͘ E͘d͘^͘ 6(&7,217+528*+6+2:(5 DEd<ZKZ ;ϯͿϮǆϰ&>d W>d ^DKZdZ ^,KtZWEDDZE>/EZ WZͲ^>KWDKZdZ :h^d>Z/E t/ZD^, d,/E^d Ϯǆt>> ϭͬϮΗDEd<ZKZ tdZWZKK&/E'EZ< /^K>d/KEDDZEKsZ <ZKZ d/>KZEKEͲ^KZEd^hZ&͘ hWdKD/E͘ϳϮΗKsd,Z/E>s> d/>KZEKEͲ^KZEd^hZ& ' $ ;Ϳ,/DEzdKZD/E ;EͿ&/ZDEd;KZEddEͿ^//E'͘:D^ ,Z/WZKhd^͕K>KZ͗^>dZD/>>Πͬ^DKKd,͕ Zd/t,/d͕/^ZͲϮϮϵϬ͘;KZWWZKsYh>Ϳ ;EͿt>>tͬ^dKE͕t^d><ZKz>^dKE>>Ͳ>KZK ^dKEΠ͕>/&&^dKEΠ^dKE͕t,/dZ<͕ϭ͘ϮϱΗʹϱ͘ϱΗyϰΗʹϮϭ͘ϮϱΗ͘ d,/<E^^͗Ϭ͘ϲϮϱΗʹϮ͘ϯϳϱΗ͕/^ZͲϭϮϭϱ͘;KZWWZKsYh>Ϳ ;EͿ<EZ͘dzW͘ Z͗^dZhdZ>^,d^ ;EͿWK^d͘dzW͘ Z͗^dZhdZ>^,d^ ;EͿ>E/E'E^d/Z^DdZ/>͗ dZyKDWK^/d<KZtͬ WZ^^hZdZd&ZD/E' WZKs/KWE/E'&KZ ;EͿ&KhEd/KEsEd ;EͿZKK&tͬZZZd^W,>d^,/E'>͕'&d/DZ>/E,ΠZ^͕ >^^͕K>KZdKDd,tͬ;Ϳ͕ZZK͗ϬϲϳϲͲϬϭϯϲď͕ /Ͳ^ZͲϯϮϲϳΘ^ZͲϭϰϳϱ͘;KZWWZKsYh>Ϳ ;EͿZKK&tͬZZZd^W,>d^,/E'>͕'&d/DZ>/E,ΠZ^͕ >^^͕K>KZdKDd,tͬ;Ϳ͕ZZK͗ϬϲϳϲͲϬϭϯϲď͕ /Ͳ^ZͲϯϮϲϳΘ^ZͲϭϰϳϱ͘;KZWWZKsYh>Ϳ ;EͿ><>hD/EhDZ/>/E'͘dzW͘x hEZ&>KKZsEd/>d/KE>h>d/KE͗ ϭͬϭϱϬd,K&ZZYh/Zd&>KKZ x Z͗ϮϬϴϳ^& ϮϬϴϳͬϭϱϬсϭϯ͘ϵ^&ZYh/Z&KhEd/KEsEd ϭϲΗyϲΗсϬ͘ϲϲ^&;ϭ&KhEd/KEsEdZͿ ϭϯyϬ͘ϲϲсϴ͘ϱϴ^& ϭϴΗyϴΗсϭ^&;ϭ&KhEd/KEsEdZͿ ϲyϭсϲ^& ϴ͘ϱϴнϲсϭϰ͘ϱϴ Z^dKZt>>tͬ^dhK͘W/EddKDd, tͬ;Ϳt>>͗hEEtZ^͕K>KZ͗tZD t,/dͮtϯϴϬ;KZWWZKsYh>Ϳ ;ͿZt>^W^^ ;Ϳ'^DdZ ;ͿZt>^W sEd͘dzW͘ $ ^,d,/E' ;ϮͿ>zZ^h/>/E'WWZ ;td,ZͲZ^/^dEddzWϭ'Z ^dz>ϮͿ '>sE/Dd>>d,&>KKZ:K/^d͖Z͗ ^dZhdhZ>t'^͘ ΖΖ͗EKdd,dtW^Z /^,/EWWZ͘ KZZK^/KEͲZ^/^dEdtW^Z ;Ϯϲ''D/E/DhDͿ Ks^zKd,Z^ &/E/^,&>KKZzKd,Z^ ydZ/KZ^,d,/E' ydZ/KZt>>WZ^,h> /E^h>d/KE͖Z͗dϮϰZWKZd Ϯy&ZD/E'͖Z͗^dZhdhZ>^,d^ Z/D:K/^d͖Z͗^dZhdhZ>^,d^ E,KZK>d͖Z͗ ^dZhdhZ>^,d^ ^/>>^>Z WZ^^hZͲdZdϮy^/>> W>d͖Z͗^dZhdhZ>^,d^ ^dDt>>͖Z͗ ^dZhdhZ>t'^͘ &>^,/E'dW ϯKd^dhK^^W/&z &>KKZ:K/^d͖ Z͗^dZhdhZ>^,d^ ;EͿZKK&'hddZΘKtE^WKhd͕W/Ed tͬ><K>KZdKDd,tͬy/^d/E' ^t/E'KKZd,Z^,K>d,Z^,K>d<ͬ^d/Z^ ^,d,/E' &>KKZ:K/^d͖Z͗ ^dZhdhZ>t'^͘ &/E/^,&>KKZzKd,Z^ E,KZK>d͖Z͗ ^dZhdhZ>^,d^ ^/>>^>Z WZ^^hZͲdZdϮy^/>> W>d͖Z͗^dZhdhZ>^,d^ ^dDt>>͖Z͗ ^dZhdhZ>t'^͘ KKZ KKZd,Z^,K> ZtKKE/>Z Ϯy>'Z͖Z͗ ^dZhdhZ>^,d^ /E^h>d/KEWZdϮϰZWKZd :K/^d͖Z͗ ^dZhdhZ>^,d^ Z/D:K/^d͖Z͗ ^dZhdhZ>^,d^ dZyKDWK^/d >/&^W/>dzKd/E'^ >tdZWZKK&/E' ^z^dD͕/Ͳ^ZϮϳϬϭ ;KZWWZKsYh>Ϳ ;ͿZKKD ; Ϳ > K ^ d ;ͿD^dZZKKD;EͿ>hEZzͬWEdZz KWE Ͳϲ ,K>KD>/Z^/E ^,d Zs d^Z/Wd/KE ϬϱͬϬϮͬϮϰ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd ,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/E Ez/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&Ez tKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K Z W Z K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E ' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ^<d,&KZZs/t & ϵϬW&KZWWZKs>' ϭϬϬW&KZ^hD/dd> ϵϬW&KZZs/t WZKWZdzZ^^͗ ϵϮϮtWZ<>E͕ ^EdE͕ϵϮϳϬϲ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ ϵϴϵϭ/Zs/EEdZZηϮϬϬ /Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I C E NS E D A R CHI T E C T C - 34643 06/30/2027 SIGNATURE PAUL SAN GEMINO ϬϳͬϬϵͬϮϰ ϬϳͬϮϯͬϮϰ ϬϳͬϭϬͬϮϱ ϬϲͬϬϵͬϮϰ ^<d,&KZZs/t &KZW>EE/E'Zs/t(ϬϴͬϮϬͬϮϰ )ϬϵͬϭϱͬϮϰ &KZW>EE/E'Zs/t *ϬϮͬϬϲͬϮϱ &KZW>EE/E'Zs/t +ϬϮͬϮϭͬϮϱ &KZW>EE/E'Zs/t ,ϬϰͬϭϵͬϮϱ &KZW>EE/E'Zs/t -ϬϱͬϬϭͬϮϱ &KZW>EE/E'Zs/t >sd/KE^͕^d/KE Θd/>^ y/^d/E'^Khd,>sd/KE WZKWK^^Khd,>sd/KE WZKWK^^d/KE dKWK&ZKK& &/E/^,'Z &/E/^,&>KKZ />/E' ,/',d dKWK&ZKK& &/E/^,'Z &/E/^,&>KKZ />/E',/',d ,Z,/',d &/E/^,&>KKZ ,Z,/',d />/E',/',d dKWK&EtZKK& &/E/^,'Z ϰϭϮΗ͗ϭϮ W/d,ϰϭϮΗ͗ϭϮ W/d, ϰϭϮΗ͗ϭϮ W/d, ϰϭϮΗ͗ϭϮ W/d, WZKs/KWE/E'&KZ ;EͿt/EKt ;ͿZt>^W^^ ϰϭϮΗ͗ϭϮ W/d, ϰϭϮΗ͗ϭϮ W/d, ϰϭϮΗ͗ϭϮ W/d, ;EͿt/EKttͬ'Z/^͘dzW͘ ^t/EKt^,h> ;EͿZͲϯϬ/E^h>d/KE͕WZdϮϰ͘ ZKK&Z&dZ Z͗^dZhdhZ>^,d^ ;EͿZͲϭϱ/E^h>d/KE͕WZdϮϰ͘ ;EͿZͲϭϵ/E^h>d/KE͕WZdϮϰ͘ ;EͿt/EKttͬ'Z/^͘dzW͘ Z͗t/EKt^,h>Θ WZKWK^&>KKZW>E />/E':K/^d͖ Z͗^dZhdhZ>^,d^ $ E͘d͘^͘ ^W,>d^,/E'>ZKK&͕dd//>/E'͕t/d,KhdZ/'sEd E͘d͘^͘ sd/>t/d,sEd/E'͕dd//>/E' E͘d͘^͘ dzW/>/EdZ/KZKKZd/> tKK:D^/E' ^YhZ'^ KKZ^^,h> :D^/E' >K</E'^ZYΖ ,Zt,ZKhZ^͕ Z͗^dZhdhZ>t'^͘ ;ͿZt>^W;EͿZt>^W ZKK&^,d,/E' ^^dZhdhZ>^,d^ Ϯϰ'͘Z/'&>^,/E'hEZ>zDEd tͬϭϮΗD/E͘KsZ>W;ϮͿ>zZ^ZKK&hEZ>zDEd ZZZd^W,>d^,/E'>͕ '&d/DZ>/E /Ͳ^Ͳ^ZͲϭϯϴϵΘ^ZͲϯϱϯϳ ;Ϳ,/DEzdKZD/E ;EͿZKK&tͬZZZd^W,>d^,/E'>͕'&d/DZ>/E,ΠZ^͕ >^^͕K>KZdKDd,tͬ;Ϳ͕ZZK͗ϬϲϳϲͲϬϭϯϲď͕ /Ͳ^ZͲϯϮϲϳΘ^ZͲϭϰϳϱ͘;KZWWZKsYh>Ϳ ;EͿZKK&tͬZZZd^W,>d^,/E'>͕'&d/DZ>/E,ΠZ^͕ >^^͕K>KZdKDd,tͬ;Ϳ͕ZZK͗ϬϲϳϲͲϬϭϯϲď͕ /Ͳ^ZͲϯϮϲϳΘ^ZͲϭϰϳϱ͘;KZWWZKsYh>Ϳ Z^dKZt>>tͬ^dhK͘W/EddKDd, tͬ;Ϳt>>͗hEEtZ^͕K>KZ͗tZD t,/dͮtϯϴϬ;KZWWZKsYh>Ϳ ;Ϳt/EKtdKZDKs ;EͿ>E/E'E^d/Z^DdZ/>͗ dZyKDWK^/d<KZtͬ WZ^^hZdZd&ZD/E' ;ͿZt>^W^^;ͿZt>^WsEd͘dzW͘ $ DdZ/>WZZKK&W>E ZKK&^,d,/E' /E^h>d/KE͖Z͗d/d>Ϯϰ 'hddZͬKtE^WKhd WZ^W/&/d/KE ZKK&Z&dZ͖Z͗^dZhdhZ>^,d^ />/E':K/^d͖Z͗^dZhdhZ>^,d^ ;ϮͿ>zZ^ZKK&hEZ>zDEd͕dzW͘ EdDd> Z/W' &>^,/E'dW Ϯy&ZD/E' Z&dZd/> 't Ϯy&ZD/E'͖ Z͗^dZhdhZ>^,d^͕ t/d,ssEd t>>dzWWZ&>KKZW>E Ϯy&ZD/E'͖ Z͗^dZhdhZ>^,d^͘ DEd/d/Kh^ &^/dKDd, tͬy/^d/E' EKd͗ WZKs//d,ZϭΗD/E/DhD>ZEdtE/E^h>d/KEEZKK& ^,d,/E'KZh^/E^h>d/KE&&>&KZZ&dZ^WsEd/>d/KE EDd>Η:Η,EE> t/ZD^,͖ds sEd>Kd/KE^ D-1 HOLOMALIA RESIDENCE SHEET REV DATE DESCRIPTION 05/02/24A T H E R E S H A L L B E N O C H A N G E S O R D E V I A T I O N O N T H E S E P L A N S W I T H O U T T H E C O N S E N T O F PL A N A N D P E R M I T I N C . N O T E S A N D D E T A I L S O N T H E D R A W I N G S S H A L L T A K E P R E C E D E N C E O V E R G E N E R A L N O T E S A N D T Y P I C A L D E T A I L S . W H E RE N O D E T A I L S S H O W N O R N O T E D O N T H E D R A W I N G S , T H E D E T A I L S S H A L L B E T H E S A M E A S F O R O T H E R S I M I L A R W O R K .C O N T R A C T O R S H A L L V E R I F Y A L L P L A N S , E X I S T I N G D I M E N S I O N S A N D F I E L D C O N D I T I O N S O N T H E J O B S I T E A N D S H A L L I M M E D I A T E L Y N O T I F Y T O P L A N A N D P E R MI T I N C A N Y D I S C R E P A N C I E S I N W R I T I N G P R I O R T O T H E C O M M E N C E M E N T O F A N Y W O R K O R B E R E S P O N S I B L E F O R S A ME . TH E S E D E S I G N S , D R A W I N G S A N D S P E C I F I C A T I O N S A R E T H E P R O P E R T Y A N D C O P Y R I G H T O F P L A N A N D P E R M I T I N C A N D S H A L L N O T B E U S E D I N C O N N E C T I O N W I T H A N Y O T H E R W O R K E X C E P T B Y A G R E E M E N T W I T H P L A N A N D P E R M I T I N C . B Y U S I N G T H E S E P L A N S , T H E U S E R A G R E E S T O R E L E A S E P L A N A N D P E R M I T I N C F R O M A N Y A N D A L L C L A I M S , L I A B I L I T I E S , S U I T S , A N D D E M A N D S O N A C C O U N T O F A N Y I N J U R Y , D A M A G E O R L O S S O R P E R S O N S O R P R O P E R T Y , I N C L U D I N G I N J U R Y O R D E A T H , O R E C O N O M I C L O S S E S , A R I S I N G O U T O F T H E U S E O F T H E S E P L A N S . B SKETCH FOR REVIEW C 90PD FOR APPROVALD 0 100PD FOR SUBMITTAL 90PD FOR REVIEW PROPERTY ADDRESS: 922 W PARK LN, SANTA ANA, CA 92706 PLAN AND PERMIT INC. ARCHITECTURAL DESIGN SERVICES 9891 IRVINE CENTER DR #200 IRVINE, CA 92618 (714)-715-0923 biz@planandpermit.com LOCATION QR CODE: STATE OF CAL IFORNIA EXP. DATE L I C E NS E D A R C H I T E C T C - 34643 06/30/2027 SIGNATURE PAUL SAN GEMINO 07/09/24 07/23/24 07/10/25 1 PC109/29/25 06/09/24 SKETCH FOR REVIEW FOR PLANNING REVIEWE08/20/24 F 09/15/24 FOR PLANNING REVIEW G 02/06/25 FOR PLANNING REVIEW H 02/21/25 FOR PLANNING REVIEW I 04/19/25 FOR PLANNING REVIEW J 05/01/25 FOR PLANNING REVIEW DETAILS 1 N.T.S.N.T.S. EXTERIOR WALL. STUCCO CEMENT STUCCO EXTERIOR SHEATHING 2X WALL (2) LAYERS BUILDING PAPER (WEATHER-RESISTANT TYPE 1 GRADE D STYLE 2) GALVANIZED METAL LATH INSULATION PER T24 REPORT NOTE: REFER TO STRUCTURAL DWGS FOR SHEAR WALL LOCATION AND SCHEDULE. EXTERIORINTERIOR (1) LAYERS 5/8" GYPSUM BOARD 2 3N.T.S. NOTE: REFER TO PLAN FOR PARTITION TYPE.NOTE: REFER TO PLAN FOR PARTITION TYPE. PARTITION WALL PARTITION WALL @ WET LOCATION 2X WALL GWB GWB GWB 2X WALL CERAMIC TILE/NON ABSORBENT WALL 3/16" FRAMING THINSET 1/2" CEMENT BACKER BOARD WATER PROOFING AND CRACK ISOLATION MEMBRANE OVER BACKER BOARD TILE GROUT WHERE OCCURS N.T.S. HEIGHT FOR ELECTRICAL RECEPTACLE OUTLETS, SWITCHES, DOORBELL BUTTONS, INCLUDING HVAC CONTROLS SECTION R327 AGING-IN-PLACE DESIGN AND FALL PREVENTION R327.1.1 REINFORCEMENT FOR GRAB BARS AT LEAST ONE BATHROOM ON THE ENTRY LEVEL SHALL BE PROVIDED WITH REINFORCEMENT INSTALLED IN ACCORDANCE WITH THIS SECTION. WHERE THERE IS NO BATHROOM ON THE ENTRY LEVEL, AT LEAST ONE BATHROOM ON THE SECOND OR THIRD FLOOR OF THE DWELLING SHALL COMPLY WITH THIS SECTION. 1.REINFORCEMENT SHALL BE SOLID LUMBER OR OTHER CONSTRUCTION MATERIALS APPROVED BY THE ENFORCING AGENCY. 2.REINFORCEMENT SHALL NOT BE LESS THAN 2 BY 8 INCH (51 MM BY 203 MM) NOMINAL LUMBER. [11/2 INCH BY 71/4 INCH (38 MM BY 184 MM) ACTUAL DIMENSION] OR OTHER CONSTRUCTION MATERIAL PROVIDING EQUAL HEIGHT AND LOAD CAPACITY. REINFORCEMENT SHALL BE LOCATED BETWEEN 32 INCHES (812.8 MM) AND 391/4 INCHES (997 MM) ABOVE THE FINISHED FLOOR FLUSH WITH THE WALL FRAMING. 3.WATER CLOSET REINFORCEMENT SHALL BE INSTALLED ON BOTH SIDE WALLS OF THE FIXTURE, OR ONE SIDE WALL AND THE BACK WALL. 4.SHOWER REINFORCEMENT SHALL BE CONTINUOUS WHERE WALL FRAMING IS PROVIDED. 5.BATHTUB AND COMBINATION BATHTUB/SHOWER REINFORCEMENT SHALL BE CONTINUOUS ON EACH END OF THE BATHTUB AND THE BACK WALL. ADDITIONALLY, BACK WALL REINFORCEMENT FOR A LOWER GRAB BAR SHALL BE PROVIDED WITH THE BOTTOM EDGE LOCATED NO MORE THAN 6 INCHES (152.4 MM) ABOVE THE BATHTUB RIM. EXCEPTIONS: 1.WHERE THE WATER CLOSET IS NOT PLACED ADJACENT TO A SIDE WALL CAPABLE OF ACCOMMODATING A GRAB BAR, THE BATHROOM SHALL HAVE PROVISIONS FOR INSTALLATION OF FLOOR-MOUNTED, FOLDAWAY OR SIMILAR ALTERNATE GRAB BAR REINFORCEMENTS APPROVED BY THE ENFORCING AGENCY. 2.REINFORCEMENT SHALL NOT BE REQUIRED IN WALL FRAMING FOR PRE-FABRICATED SHOWER ENCLOSURES AND BATHTUB WALL PANELS WITH INTEGRAL FACTORY-INSTALLED GRAB BARS OR WHEN FACTORY-INSTALLED REINFORCEMENT FOR GRAB BARS IS PROVIDED. 3.SHOWER ENCLOSURES THAT DO NOT PERMIT INSTALLATION OF REINFORCEMENT AND/OR GRAB BARS SHALL BE PERMITTED, PROVIDED REINFORCEMENT FOR INSTALLATION OF FLOOR-MOUNTED GRAB BARS OR AN ALTERNATE METHOD IS APPROVED BY THE ENFORCING AGENCY. 4.BATHTUBS WITH NO SURROUNDING WALLS, OR WHERE WALL PANELS DO NOT PERMIT THE INSTALLATION OF REINFORCEMENT SHALL BE PERMITTED, PROVIDED REINFORCEMENT FOR INSTALLATION OF FLOOR-MOUNTED GRAB BARS ADJACENT TO THE BATHTUB OR AN ALTERNATE METHOD IS APPROVED BY THE ENFORCING AGENCY. 5.REINFORCEMENT OF FLOORS SHALL NOT BE REQUIRED FOR BATHTUBS AND WATER CLOSETS INSTALLED ON CONCRETE SLAB FLOORS. INTERIOR HEIGHTS ARE TO FINISH FLOOR EXTERIOR DOORBELL HEIGHT IS FROM FLOOR OR LANDING TO TOP DOORBELL ASSEMBLY SECTION R327 AGING-IN-PLACE DESIGN AND FALL PREVENTION R327.1.2 ELECTRICAL RECEPTACLE OUTLET, SWITCH AND CONTROL HEIGHTS ELECTRICAL RECEPTACLE OUTLETS, SWITCHES AND CONTROLS (INCLUDING CONTROLS FOR HEATING, VENTILATION AND AIR CONDITIONING) INTENDED TO BE USED BY OCCUPANTS SHALL BE LOCATED NO MORE THAN 48 INCHES (1219.2 MM) MEASURED FROM THE TOP OF THE OUTLET BOX AND NOT LESS THAN 15 INCHES (381 MM) MEASURED FROM THE BOTTOM OF THE OUTLET BOX ABOVE THE FINISH FLOOR. EXCEPTIONS: 1.DEDICATED RECEPTACLE OUTLETS; FLOOR RECEPTACLE OUTLETS; CONTROLS MOUNTED ON CEILING FANS AND CEILING LIGHTS; AND CONTROLS LOCATED ON APPLIANCES. 2.RECEPTACLE OUTLETS REQUIRED BY THE CALIFORNIA ELECTRICAL CODE ON A WALL SPACE WHERE THE DISTANCE BETWEEN THE FINISHED FLOOR AND A BUILT-IN FEATURE ABOVE THE FINISH FLOOR, SUCH AS A WINDOW, IS LESS THAN 15 INCHES (381 MM). R327.1.3 INTERIOR DOORS EFFECTIVE JULY 1, 2024, AT LEAST ONE BATHROOM AND ONE BEDROOM ON THE ENTRY LEVEL SHALL PROVIDE A DOORWAY WITH A NET CLEAR OPENING OF NOT LESS THAN 32 INCHES (812.8 MM), MEASURED WITH THE DOOR POSITIONED AT AN ANGLE OF 90 DEGREES FROM THE CLOSED POSITION; OR, IN THE CASE OF A TWO- OR THREE-STORY SINGLE FAMILY DWELLING, ON THE SECOND OR THIRD FLOOR OF THE DWELLING IF A BATHROOM OR BEDROOM IS NOT LOCATED ON THE ENTRY LEVEL. R327.1.4 DOORBELL BUTTONS DOORBELL BUTTONS OR CONTROLS, WHEN INSTALLED, SHALL NOT EXCEED 48 INCHES (1219.2 MM) ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON ASSEMBLY. WHERE DOORBELL BUTTONS INTEGRATED WITH OTHER FEATURES ARE REQUIRED TO BE INSTALLED ABOVE 48 INCHES (1219.2 MM) MEASURED FROM THE EXTERIOR FLOOR OR LANDING, A STANDARD DOORBELL BUTTON OR CONTROL SHALL ALSO BE PROVIDED AT A HEIGHT NOT EXCEEDING 48 INCHES (1219.2 MM) ABOVE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON OR CONTROL. SHOWER ENCLOSURE SIDE WALL BACK WALL CONTROLS WALL SIDE WALL BACK WALL CONTROLS WALL BATHTUB OR TUB/SHOWER SIDE WALL BACK WALL EXAMPLE LOCATION OF 2X8 REINFORCEMENT FOR FUTURE GRAB BARS LA V . WATER CLOSET ADJACENT TO ONE SIDE WALL AND BACK WALL EXAMPLE LOCATION OF 2X8 REINFORCEMENT FOR FUTURE GRAB BARS LAV. WATER CLOSET ADJACENT TO TWO SIDE WALLS 6 N.T.S. OUTLETS, DOORS & CONTROLS5N.T.S. GRAB BAR REINFORCEMENT CEMENT STUCCO EXTERIOR SHEATHING (2) LAYERS BUILDING PAPER (WEATHER-RESISTANT TYPE 1 GRADE D STYLE 2) GALVANIZED METAL LATH INTERIOR FINISH 4 N.T.S. FIXTURE PENETRATION BED EXTERIOR FLANGE IN SEALANT PLASTER RING PLASTER RINGS SHOULD BE AFFIXED OVER THE SERVICE BOX TO BRING THE FACE OF THE BOX FLUSH WITH THE ADHERED CONCRETE MASONRY VENEER. BED THE EXTERIOR FLANGE IN SEALANT. WATER RESISTIVE BARRIER SHOULD BE INSTALLED SNUGLY AROUND THE PLASTER RING FLANGE. FIXTURE PER PLUMBING PLAN 1 HOUR FIRE RATED WALL INSULATION PER T24 REPORT 5/8" TYPE X GWB. 5/8" TYPE X GWB. INTERIOR INTERIOR GYPSUM WALLBOARD, WOOD STUDS FIRE DESIGN: ·ONE LAYER 5/8″ TYPE X GYPSUM WALLBOARD OR GYPSUM VENEER BASE APPLIED PARALLEL OR AT RIGHT ANGLES TO EACH SIDE OF 2 × 4 WOOD STUDS 24″ O.C. WITH 6D COATED NAILS, 1-7/8″ LONG, 0.0915″ SHANK, 1/4″ HEADS, 7″ O.C. JOINTS STAGGERED 24″ ON OPPOSITE SIDES. (LOAD-BEARING) THICKNESS: 4-7/8″ (Fire) APPROX. WEIGHT: 7 psf (Fire) FIRE TEST: UL R3501-47, -48, 9-17-65, UL DESIGN U309, UL R1319-129, 7-22-70, UL DESIGN U314 STC : N/A GA FILE NO. WP 3510 7 N.T.S.8 N.T.S. EXTERIOR WALL. BOARD AND BATTEN EXTERIOR SHEATHING INSULATION PER T24 REPORT (2) LAYERS BUILDING PAPER (WEATHER-RESISTANT TYPE 1 GRADE D STYLE 2) INTERIOR EXTERIOR NOTE: REFER TO STRUCTURAL DWGS FOR SHEAR WALL LOCATION AND SCHEDULE. 2X WALL BOARD AND BATTEN OR HARDIE BOARD, ICC-ESR-2290. GWB 11 N.T.S. 1-1/4" 1-1/2' 2" 3" FIXTURE TOILET KITCHEN SINK LAVATORY SHOWER BATHTUB 2'-6" 3'-6" 5'-0" 6'-0" WASTE LINE SIZE 3” MINIMUM 2” MINIMUM 1-1/4” MINIMUM 2” MINIMUM 1-1/2” MINIMUM TRAP ARM PIPE SIZE TRAP TO VENT DISTANCE VENT VENT KITCHEN SINK CLEAN-OUT TOILET LAVATORY SANITARY "T" BATHTUB COMBINATION "Y" AND 1 8 BEND DIRECTION OF FLOW CLEAN-OUT ·VERTICAL DRAINAGE LINES CONNECTING WITH HORIZONTAL DRAINAGE LINES SHALL ENTER THROUGH 45 DEGREE WYE BRANCHES, COMBINATION WYE AND 1/8 BEND BRANCHES, OR OTHER APPROVED FITTINGS OF EQUIVALENT SWEEP. ·HORIZONTAL DRAINAGE LINES CONNECTING WITH OTHER HORIZONTAL DRAINAGE LINES SHALL ENTER THROUGH 45 DEGREE WYE BRANCHES, COMBINATION WYE AND 1/8 BEND BRANCHES, OR OTHER APPROVED FITTINGS OF EQUIVALENT SWEEP. ·HORIZONTAL DRAINAGE LINES, CONNECTING WITH A VERTICAL STACK, SHALL ENTER THROUGH 45-DEGREE WYE BRANCHES, 60-DEGREE WYE BRANCHES, COMBINATION WYE AND 1/8 BEND BRANCHES, SANITARY TEE BRANCHES, OR OTHER APPROVED FITTINGS OF EQUIVALENT SWEEP. ·HORIZONTAL TRAP ARMS, CONNECTING WITH A VERTICAL STACK OR WASTE, SHALL ENTER THROUGH SANITARY TEE BRANCHES. A TRAP ARM IS THAT PORTION OF A FIXTURE DRAIN BETWEEN A TRAP AND A VENT. SEE TABLE BELOW FOR HORIZONTAL TRAP ARM DISTANCES. THE SIZE OF VENT PIPING SHALL BE DETERMINED FROM ITS LENGTH AND THE TOTAL NUMBER OF FIXTURE UNITS CONNECTED THERETO. IN ADDITION, THE DRAINAGE PIPING OF EACH BUILDING AND EACH CONNECTION TO A PUBLIC SEWER SHALL BE VENTED BY MEANS OF ONE OR MORE VENT PIPES, THE AGGREGATE CROSS-SECTIONAL AREA OF WHICH SHALL NOT BE LESS THAN THAT OF THE LARGEST BUILDING SEWER. TYPICAL PLUMBING WASTE AND VENT SYSTEM 10 N.T.S. COMPLIANCE ·CULUS CERTIFIED TYPE IC SUITABLE FOR DIRECT CONTACT WITH AIR PERMEABLE INSULATION ·NOT RECOMMENDED FOR USE IN DIRECT CONTACT WITH SPRAY FOAM INSULATION (REFERENCE NEMA LSD57-2013) ·WET LOCATION LISTED AND IP44 INGRESS PROTECTION ·AIRTIGHT PER ASTM-E283-04 ·SUITABLE FOR USE IN CLOTHES CLOSETS WHEN INSTALLED IN ACCORDANCE WITH THE NEC 410.16 SPACING REQUIREMENTS ·EMI/RFI EMISSIONS PER FCC 47CFR PART 15 CONSUMER LIMITS ·CONTAINS NO MERCURY OR LEAD AND ROHS COMPLIANT ·PHOTOMETRIC TESTING IN ACCORDANCE WITH IES LM-79-08 ·LUMEN MAINTENANCE PROJECTIONS IN ACCORDANCE WITH IES LM-80-08 AND TM-21-11 ·STATE OF CALIFORNIA TITLE 24 HIGH EFFICACY ·LED COMPLIANCE UNDER JA8, REFERENCE MODERNIZED APPLIANCE EFFICIENCY DATABASE SYSTEM (MAEDBS) FOR 2016 JA8 HIGH EFFICACY LIGHTING ·ENERGY STAR® CERTIFIED (REFERENCE “CERTIFIED LIGHT FIXTURES” DATABASE) HALO LED LIGHT HLB SERIES (OR APPROVED EQUAL)9 WALL MOUNTED OUTDOOR LIGHT (1-LIGHT BLACK DUSK TO DAWN OUTDOOR WALL SCONCE GOOSENECK BARN MOTION SENSOR WALL LIGHTS OR APPROVED EQUAL) N.T.S. 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DATE L I C E NS E D A R CHI T E C T C - 34643 06/30/2027 SIGNATURE PAUL SAN GEMINO ϬϳͬϬϵͬϮϰ ϬϳͬϮϯͬϮϰ ϬϳͬϭϬͬϮϱ ϬϲͬϬϵͬϮϰ ^<d,&KZZs/t &KZW>EE/E'Zs/t(ϬϴͬϮϬͬϮϰ )ϬϵͬϭϱͬϮϰ &KZW>EE/E'Zs/t *ϬϮͬϬϲͬϮϱ &KZW>EE/E'Zs/t +ϬϮͬϮϭͬϮϱ &KZW>EE/E'Zs/t ,ϬϰͬϭϵͬϮϱ &KZW>EE/E'Zs/t -ϬϱͬϬϭͬϮϱ &KZW>EE/E'Zs/t d/>^ KEZd&KKd/E' 'ZKhE/E'>dZK͗ D/E͘ϮϬΖηϰZZ KEdKDd>K>tdZW/W/E' >/^d^z^dD'ZKhE>DW^ >/^d^z^dD'ZKhE>DW^ 'ZKhE;EhdZ>Ϳ^Zs/KEhdKZ 'ZKhE/E'>dZKKEhdKZD/E͘ηϰ t'ZKWWZt/Z;WZKddͿ Wh>>^d/KE /&EhdZ>h^/^/E^h>d&ZKDd, E>K^hZ͕/E^d>>D/EKE/E' :hDWZKZ^Ztt/d,'ZE&/E/^,͘ /^KEEd^d/KE DdZ >dZ/>^Zs/EdZEWE> E͘d͘^͘ h&Z'ZKhEd/>;KZWWZKsYh>Ϳ W>hD/E'sEdW/W KKd'^<d ^>&Ͳ^>/E'/dhD/EKh^ DDZE ZKK&hEZ>zDEd ZKK&^,d,/E' 6($/3,3($73(5,0(7(5 E͘d͘^͘ W/WWEdZd/KE͘dzW͘ s>hy&/y^<z>/',d͕<ͲDKhEdt/d,>D/Ed>KtͲϯ'>^^͕ dK/E^d>>WZD&Z͘Z/E'hddZE/E^d>>d/KE E͘d͘^͘ :,1'2: 528*+23(1,1* 67(3 /,17(/ 67(367(367(3 $ % & t/EKt&>^,/E'd/> dd,^/>>^dZ/WK&^W,>dͲ^dhZdZKK&/E'&>dWWZ͕KZWWZKs &>^,/E'DdZ/>d>^dϴΗt/t/d,d,dKW'sEt/d,d,dKW' K&d,ZKh',^/>>͘ydEd,/^^/>>^dZ/Wd>^dϴΗzKEd,'K&d, ZKh',KWE/E'K&d,t/EKt͘ &dZ^/>>^dZ/W/^/EW>͕dd,:D^dZ/W;^/K&KWE/E'Ϳd>^dϴΗ t/t/d,/E^/'sEt/d,'K&t/EKtKWE/E'͘ydE:D ^dZ/WϰΗKsd,dKWK&t/EKtKWE/E'͘ WW>zK&h></E'dKd,<^hZ&^K&d,t/EKt͕d,EW>d, t/EKt/EdKd,ZKh',KWE/E'͕t/d,&>E'^KsZd,/E^d>>&>^,/E' &>d^dZ/W͘&dZt/EKt/^W>͕/E^d>>d,,&>^,/E'KsZd, t/EKt&>E'͘d,/^/^EKd,Z^dZ/WK&&>dd>^dϰΗt/͘ ^dZd/E'dd,KddKDK&d,t>>;^K>W>dͿ͕>ztdZZ^/^dEdWWZhEZ d,^/>>^dZ/WEhddK&/d;Ϳ/E^d>>^h/E'KhZ^^K&tdZZ^/^dEd WWZ;͕͕d͘ͿKsZ:DE,&>E'^/E^,/E'>KZ&^,/KE͘ E͘d͘^͘ Ϯy^dh ^,dDd&>^,/E' ^K>Z>>:K/Ed^ KKZd,Z^,K>&>^,/E' EKd͗ x WZKs/^K>/>K</E'd>>&>^,/E'>Kd/KE^͘ x ^t/EKt^/>>&>^,/E'&KZDKZ/E&KZDd/KE͘ E͘d͘^͘ tKK:D^/E' ^YhZ'^ >K</E' KKZWZ^,h> :D^/E' dzW/>/EdZ/KZKKZ:Dd/> 't E͘d͘^͘ >'WWZͬ>d,WWZ dh<hWhEZ &>^,/E';ϲΗD/E>WͿ ^K>Z>>:K/Ed^&KZ Dd>&>^,/E'KZ h^^>&,Z/E' tdZWZKK&/E' t>>d,/<E^^ EKd͗ x Z&ZdKDϮϰϬϬͲϭϬ^dEZWZd/&KZ /E^d>>d/KEK&t/EKt^t/d,DKhEd/E'&>E'^ /E^dhKE^dZhd/KE&KZ/d/KE> ZYh/ZDEd^͘ x ^t/EKt^/>>&>^,/E'&KZDKZ/E&KZDd/KE͘ t/EKt^/>>&>^,/E' KZDZsEd^W/&/d/KE;KZWWZKsYh>Ϳ Ͳϯ ,K>KD>/Z^/E ^,d Zs d^Z/Wd/KE ϬϱͬϬϮͬϮϰ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd ,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/E Ez/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&Ez tKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K Z W Z K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E ' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ^<d,&KZZs/t & ϵϬW&KZWWZKs>' ϭϬϬW&KZ^hD/dd> ϵϬW&KZZs/t WZKWZdzZ^^͗ ϵϮϮtWZ<>E͕ ^EdE͕ϵϮϳϬϲ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ ϵϴϵϭ/Zs/EEdZZηϮϬϬ /Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I C E NS E D A R CHI T E C T C - 34643 06/30/2027 SIGNATURE PAUL SAN GEMINO ϬϳͬϬϵͬϮϰ ϬϳͬϮϯͬϮϰ ϬϳͬϭϬͬϮϱ ϬϲͬϬϵͬϮϰ ^<d,&KZZs/t &KZW>EE/E'Zs/t(ϬϴͬϮϬͬϮϰ )ϬϵͬϭϱͬϮϰ &KZW>EE/E'Zs/t *ϬϮͬϬϲͬϮϱ &KZW>EE/E'Zs/t +ϬϮͬϮϭͬϮϱ &KZW>EE/E'Zs/t ,ϬϰͬϭϵͬϮϱ &KZW>EE/E'Zs/t -ϬϱͬϬϭͬϮϱ &KZW>EE/E'Zs/t d/>^ WK<dKKZ;KZWWZKsYh>Ϳ '>sEd^W/&/d/KE;KZWWZKsYh>Ϳ E͘d͘^͘ ydZ/KZt>>͘^dKEsEZ DKZdZ^Zd,Kd DKZdZ^dd/E' ydZ/KZ^,d,/E' ;ϮͿ>zZ^h/>/E'WWZ ;td,ZͲZ^/^dEddzWϭ'Z ^dz>ϮͿ /E^h>d/KEWZdϮϰZWKZd DKZdZ:K/Ed ^dKEsEZ͕t/',d͗>^^d,EϭϱW^&͘ ;ϭͿ>zZ^ϱͬϴΗ'zW^hDKZ '>sE/Dd>>d, /EdZ/KZ ydZ/KZ EKd͗Z&ZdK^dZhdhZ>t'^&KZ ^,Zt>>>Kd/KEE^,h>͘ Ϯyt>> E͘d͘^͘ ;Ϳ&/E/^,&>KKZ W s/dKZ/EdKWZ/> KddKD^EW Dy͘ dzW͘ h>dZ>KyΡϰϮΗ,>hD/EhDZ/>/E'Ͳ/Ͳ^Zϯϰϴϱ;KZWWZKsYh>Ϳ Dy͘ dzW͘ EKd͗ ϭ͘ 'hZZ/>^^,>>^/'EdKZ^/^d KEEdZd>KK&ϮϬϬWKhE^/E KZEt/d,^ϳͲϭϲ^d/KEϰ͘ϱ͘ϭ EZd>ZϯϬϭ͘ϱ͘ Ϯ͘ >>Dd>dK^d/E>^^^d>E>> t>^dK'ZKhE^DKKd, ϯ͘ ,EZ/>^^,>>EKdWZK:dDKZd,Eϰ͘ϱΗ KE/d,Z^/K&d,^d/Ztz ϰ͘ >>Z/>Dh^d^^D>E&^dE/E KZEt/d,h>dZ>KyΖ^/E^d>>d/KE /E^dZhd/KE^͘ ϱ͘ s/>>K>KZ^Z><Ͳt,/dͲZKE͘ E͘d͘^͘ Z<d/>t/d,sEd/E'͕dd//>/E' Ϯǆ^h&^/ KEd/EhKh^>'ZK& ^K&&/d:K/^d^ EdDd>Z/W' &>^,/E'dW ZKK&^,d,/E' DdZ/>WZZKK&W>E ZKK&Z&dZ͖Z͗^dZhdhZ>^,d^ ;ϮͿ>zZ^ZKK&hEZ>zDEd͕dzW͘ t>>dzWWZ&>KKZW>E 't /E^h>d/KE͖Z͗d/d>Ϯϰ ^K&&/dKZDdZ/> DEd/d/Kh^ &^/ EKd͗ WZKs//d,ZϭΗD/E/DhD>ZE dtE/E^h>d/KEEZKK&^,d,/E' KZh^/E^h>d/KE&&>&KZZ&dZ^W sEd/>d/KE Ͳϰ ,K>KD>/Z^/E ^,d Zs d^Z/Wd/KE ϬϱͬϬϮͬϮϰ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd ,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/E Ez/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&Ez tKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K Z W Z K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E ' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ^<d,&KZZs/t & ϵϬW&KZWWZKs>' ϭϬϬW&KZ^hD/dd> ϵϬW&KZZs/t WZKWZdzZ^^͗ ϵϮϮtWZ<>E͕ ^EdE͕ϵϮϳϬϲ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ ϵϴϵϭ/Zs/EEdZZηϮϬϬ /Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. DATE L I C E NS E D A R CHI T E C T C - 34643 06/30/2027 SIGNATURE PAUL SAN GEMINO ϬϳͬϬϵͬϮϰ ϬϳͬϮϯͬϮϰ ϬϳͬϭϬͬϮϱ ϬϲͬϬϵͬϮϰ ^<d,&KZZs/t &KZW>EE/E'Zs/t(ϬϴͬϮϬͬϮϰ )ϬϵͬϭϱͬϮϰ &KZW>EE/E'Zs/t *ϬϮͬϬϲͬϮϱ &KZW>EE/E'Zs/t +ϬϮͬϮϭͬϮϱ &KZW>EE/E'Zs/t ,ϬϰͬϭϵͬϮϱ &KZW>EE/E'Zs/t -ϬϱͬϬϭͬϮϱ &KZW>EE/E'Zs/t d/>^ ϯΖ ZzZsEd y,h^dhddZD/Ed/KE;ϱϬϮ͘Ϯ͘ϭͿ x ^,>>dZD/EddKd,Khd^/K&d,h/>/E' x Yh/WWt/d,<Z&dDWZ x EK^ZE^^,>>/E^d>>dhddZD/Ed/KE͘ x EKs/^h,^&/ZKZ^DK<DWZ^d,dt/>> K^dZhdd,&>KtK&y,h^d^,>>/E^d>> dZE^/d/KEhd ;ϱϬϰ͘ϰ͘Ϯ͘ϮͿ x >/^dE>>/E KZEt/d,h>Ϯϭϱϴ x ^,>>^/E'>>E'd,K&ϲΖ Dy͘ x KE>zdtEdzWϭZzZ Ey,h^dhd x ^,>>EKdKE> t/d,/EKE^dZhd/KE͘ y,h^dhdͲdzWϭ;ϱϬϰ͘ϰ͘ϮͿ x D/EϬ͘Ϭϭϲ/E,/Ed,/<E^^ x D/EϰΗEKD/E>/DdZ x EKddKydKd>KD/E,KZ/KEd>EsZd/>>E'd,K&ϭϰΖ͕ /E>h/E'dtKϵϬΣ>Kt^͘>E'd,K&ϮΖ^,>>hd&KZ, ϵϬΣ>Kt/Ey^^K&dtK͘ x hd^^,>>^hWWKZd/EKZEt/d,^DE,shd KE^dZhd/KE^dEZ^ͲDd>E&>y/> y,h^dhdͲdzWϮ;ϱϬϰ͘ϰ͘ϯ͘ϮͿ x KE^dZhdK&^,dDd>KZKd,ZEKEKDh^d/>DdZ/> Yh/s>Ed/E^dZE'd,EKZZK^/KEZ^/^dEdK'>sE/^,d^d> EKd>^^d,EϬ͘Ϭϭϵϱ/E,d,/<͘ x Yh/WWKZ/E^d>>t/d,>/EdͲKEdZK>>/E'DE^͘ x 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RECORD EXC.EXCAVATE P.T.PRESSURE TREATED BAL.BALANCE EXT.EXTERIOR R RADIUS BOT BOTTOM F.F.L.FINISHED FLOOR LEVEL RC REINFORCED CONCRETE B.N.BOUNDRY NAILING FIN.FINISH REBAR REINFORCING BAR B.O.F.BOTTOM OF FOOTING F.L .FLOOR LEVEL REINF.REINFORCEMENT B.O.W.BOTTOM OF WALL FRPF.FIREPROOF REQD.REQUIRED BLK'G BLOCKING FT.FEET SEOR STRUCTURAL ENGINEER OF RECORD B.L.L.BOTTOM LOWER LAYER G.C.GENERAL CONTRACTOR SOG SLAB ON GROUND BRG.BEARING GALV.GALVANIZED SPECS.SPECIFICATIONS BTWN.BETWEEN GYP.GYPSUM SQ. FT.SQUARE FEET B.U.L.BOTTOM UPPER LAYER H.V.A.C.HEATING, VENTILATION, AND AIR CONDITIONING SQ. IN.SQUARE INCHES B.W.L.BRACED WALL LINE HOR.HORIZONTAL SS STAINLESS STEEL CA COLUMN ABOVE H.R.S.HOT ROLLED STEEL STD.STANDARD C.C.CENTER TO CENTER I.D.INNER DIAMETER STR.STRUCTURAL C.L.CENTER LINE IN.INCH TOP&BOT TOP AND BOTTOM CLG.CEILING INSUL.INSULATION T.O.TOP OF CLR.CLEARANCE INT.INTERIOR T.O.B.TOP OF BEAM CMU CONCRETE MASONRY UNIT LVL LAMINATED VENEER LUMBER T.O.C.TOP OF CURB OR TOP OF CONCRETE CONC.CONCRETE L.FT.LINEAR FEET T.O.F.TOP OF FOOTING CONNE.CONNECTION L.L.LIVE LOAD T.O.J.TOP OF JOIST CONT.CONTINUOUS LSL LAMINATED STRAND LUMBER T.O.M.TOP OF MASONRY DEG.DEGREE MANUF.MANUFACTURER T.O.W.TOP OF WALL DIA.DIAMETER MAS.MASONRY THICK.THICKNESS DIM.DIMENSION MATL.MATERIAL TLL.TOP LOWER LAYER D.F.DOUGLAS FIR MAX.MAXIMUM TYP.TYPE DOUG. FIR DOUGLAS FIR MM MILIMETER UNO UNLESS NOTIFIED OTHERWISE D.P.DAMP-PROOFING MIN.MINIMUM V.B.VAPOR BARRIER DRP DROP N NEW VER.VERTICAL DWG.DRAWING NOM.NOMINAL V.I.F.VERIFIED IN FIELD DWGS.DRAWINGS NON-BRG.NON BEARING W/WITH E EXISTING NOT REQ.NOT REQUIRED W/O WITHOUT E.N.EDGE NAILING NTS.NOT TO SCALE WL WATER LEVEL E.W.EACH WAY O.C.ON CENTER WT.WEIGHT EA.EACH O.D.OUTSIDE DIAMETER COVER SHEET CS.01 CONSTRUCTION NOTES S0.01 CONSTRUCTION NOTES S0.02 TYPICAL S.O.G. AND FOUNDATION DETAILS S1.01 TYPICAL FOUNDATION DETAILS S1.02 TYPICAL WOOD DETAILS S1.21 TYPICAL WOOD DETAILS S1.22 TYPICAL WOOD DETAILS S1.23 TYPICAL WALL DETAILS S1.24 TYPICAL WOOD DETAILS S1.25 TYPICAL WOOD DETAILS S1.26 FLOOR AND FOUNDATION PLAN S2.01 CLG PLAN S2.11 ROOF PLAN S2.22 SPECIFIC DETAILS S4.01 SPECIFIC DETAILS S4.02 HARDY PANEL DETAILS HFX.01 PROJECT CLIENT 0'2'4'8'16' SHEET TITLE 922 W PARK LN, SANTA ANA, CA 92706 KAWEHI HOLOMALIA, KEKANI112299@YAHOO.COM FOR FIELD VERIFICATION AND CITY PERMIT ONLY SAZAN INC. 77 Waldorf, Irvine, CA 92612 922 W PARK LN, SANTA ANA, CA 92706 INDEX OF DRAWINGS STATE LOCALTION MAP VICINITY LOCATION MAP CS.01 COVER SHEET ABBREVIATION PROJECT INFORMATION CLIENT/TENANT: KAWEHI HOLOMALIA, KEKANI112299@YAHOO.COM STRUCTURAL ENGINEER: MOHAMMAD JALALPOUR SAZAN INC. 77 WALDORF, IRVINE, CA 92612 CELL OFFICE: 949-822-1913 CELL PHONE: 4439422153 EMAIL: MJALALPOUR@SAZANINC.COM PROJECT DESCRIPTION: 1. SAZAN'S SCOPE OF WORK IS LIMITED TO PROVIDING STRUCTURAL DESIGN, DRAWINGS AND DETAILS FOR 554 SF ADDITION CONSISTING OF KITCHEN, BATHROOMS, AND LAUNDRY REMODEL PER ARCH. DWG., LOCATED AT 922 W PARK LN, SANTA ANA, CA 92706. THE AREA OF THIS SCOPE OF WORK IS SHOWN ON DRAWING SHEETS S2.01 TO S2.22. 2. NO AS-BUILT, CONSTRUCTION DOCUMENTS OR SHOP DRAWINGS OF ORIGINAL CONSTRUCTION OR ALTERATIONS TO THE ORIGINAL CONSTRUCTION WERE PROVIDED TO SAZAN. 3. THE SCOPE OF WORK DOES NOT INCLUDE THE ANALYSIS OR EVALUATIONS OF EXISTING STRUCTURE AS A WHOLE OR THE PORTIONS OF IT THAT IS NOT INCLUDED IN THIS SCOPE OF WORK. NO WARRANTY EXPRESSED OR IMPLIED TO THE ADEQUACY, CODE COMPLIANCE, OR CONFORMANCE OF THE EXISTING STRUCTURE IS MADE BY VIRTUE OF THIS DESIGN. THIS SCOPE OF WORK DOES NOT INCLUDE ANY VERIFICATION FOR THE CONFORMANCE OF THE EXISTING STRUCTURE TO THE PROVIDED INFORMATION OR CODE COMPLIANCE. 4. SAZAN PERFORMED THE DESIGN CONSIDERING THE AVAILABLE INFORMATION FOR THE STRUCTURE. SHOULD ADDITIONAL INFORMATION BECOME AVAILABLE THAT SAZAN WAS NOT AWARE OF, OR WHICH WAS UNKNOWN AT THE TIME OF ANALYSIS OR DESIGN, SAZAN RESERVES THE RIGHT TO REVISE THE DESIGN AS NEEDED AND ADDITIONAL COSTS MAY BE REQUIRED. 5. SAZAN PERFORMED THE STRUCTURAL DESIGN IN A MANNER CONSISTENT WITH THE LEVEL OF SKILL AND CARE ORDINARILY EXERCISED BY PROFESSIONAL ENGINEERS AND CONSULTANTS PRACTICING UNDER SIMILAR CONDITIONS. NO OTHER REPRESENTATION, WARRANTY, OR GUARANTEE IS GIVEN. PROVIDED OPINIONS ARE BASED ON OUR ENGINEERING JUDGMENT. SAZAN WILL NOT BE RESPONSIBLE FOR LATENT DEFECTS THAT MAY APPEAR IN THE FUTURE OR FOR DIFFERENT OPINIONS OF OTHERS THAT MAY ARISE. 6. THE DESIGN AND DETAIL OF GUARDRAILS , HANDRAILS AND CHIMNEY ARE NOT INCLUDED IN THIS SCOPE OF WORK. 7. STRUCTURAL OBSERVATION AND SPECIAL INSPECTIONS ARE NOT INCLUDED IN THIS SCOPE OF WORK. 8. ALL WORK SHALL COMPLY WITH THE 2022 EDITION OF CBC, CRC, CMC, CPC, CEC, CGBSC, CEES, AND ALL AMENDMENTS OF THE CITY OF SANTA ANA AND LOCAL AUTHORITIES INCLUDING LOCAL ORDINANCE. 9. WATERPROOFING AND WATER DRAINAGE ARE NOT PART OF THIS SCOPE OF WORK. 10. OWNER IS SOLELY RESPONSIBLE FOR THE ACCURACY OF THE PROVIDED INFORMATION AND SAZAN TAKES NO LIABILITY FOR THE ACCURACY OF THE PROVIDED INFORMATION. 07/07/2025 EXP. 06-30-2026 MODEL NUMBER NET HEIGHT (IN.)DEPTH (IN.)HOLD DOWN DIAMETER1 (IN.) TOP SCREW QTY2 (EA) SCREW QTY AVAILABLE AT EDGE3 (EA) HFX-12, 15, 18, 21 & 24x78 78 3-1/2 1-1/8 9" WIDTH=5 12" WIDTH=6 18" WIDTH=10 21" WIDTH=12 24" WIDTH=14 4 HFX-9x79.5 79-1/2 HFX-12, 15, 18, 21 & 24x8 92-1/4 HFX-9x8 93-3/4 HFX-12, 15, 18, 21 & 24x9 104-1/4 HFX-12, 15, 18, 21 & 24x10 116-1/4 5 HFX-15, 18, 21 & 24x11 128-1/4 HFX-15, 18, 21 & 24x12 140-1/4 6 HFX-15, 18, 21 & 24x13 152-1/4 HFX PANELS 78 IN. THROUGH NOMINAL 13 FEET MODEL NUMBER NET HEIGHT (IN.)DEPTH (IN.)HOLD DOWN DIAMETER1 (IN.) TOP SCREW QTY2 (EA) SCREW QTY AVAILABLE AT EDGE3 (EA) HFX-15, 18, 21 & 24x14 164-1/4 3-1/2 1-1/8 15" WIDTH=8 18" WIDTH=10 21" WIDTH=12 24" WIDTH=14 6HFX-15, 18, 21 & 24x15 176-3/4 HFX-15, 18, 21 & 24x16 188-1/4 HFX-15, 18, 21 & 24x17 200-1/4 7 HFX-15, 18, 21 & 24x18 212-1/4 HFX-15, 18, 21 & 24x19 224-1/4 8 HFX-15, 18, 21 & 24x20 236-1/4 BALLOON PANELS 14 FEET THROUGH 20 FEET INSTALLATION INSTRUCTIONS: 1. WHEN INSTALLING ON CONCRETE CONNECT WITH (1 EA) HARDENED ROUND WASHER BELOW (1 EA) GRADE 8 NUT, SECURE WITH A DEEP SOCKET (RECOMMENDED) UNTIL SNUG TIGHT. ALTERNATE WASHERS AND NUTS ARE PROVIDED IN TABLE NOTE 1. 2. INSTALLATION ON CONCRETE PROVIDES THE HIGHEST ALLOWABLE VALUES. CONFIRM WITH THE DESIGN PROFESSIONAL BEFORE INSTALLING ON OTHER SUPPORTING SURFACES. 3. USE 1/4"X4-1/2" MITEK PRO SERIES WS SCREWS AT TOP CONNECTIONS WITH A 2x FILLER. IF THE TOP OF PANEL IS IN DIRECT CONTACT WITH THE COLLECTOR ABOVE (TOP PLATES, HEADER, BEAM, ETC.) USE1/4 x 3" (MIN) 4. FOR INSTALLATIONS WITH A FILLER GREATER THAN 1-1/2" ABOVE, OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL, ADJACENT KING POSTS TO BRACE THE OUT-OF-PLANE HINGE CAN BE CONNECTED WITH 1/4" DIA. SCREWS THROUGH PRE-PUNCHED HOLES AT THE PANEL EDGES. TABLE NOTES: 1. FOR STD OR HS GRADE HOLD DOWN ANCHOR BOLTS CONNECT TO THE PANEL BASE WITH HARDENED ROUND WASHERS BELOW GRADE 8 NUTS. ALTERNATE WASHERS ARE (2 EA) ROUND-FLAT OR (2 EA) SAE WASHERS ON EACH BOLT. ALTERNATE NUTS ARE 2H HEAVY HEX. 2. 1/4" DIAMETER MITEK PRO SERIES WS SCREWS. LENGTH IS 3" (MINIMUM) WHEN ATTACHED DIRECTLY TO THE COLLECTOR AND 4-1/2" (MINIMUM) WHEN INSTALLING A 2x FILLER ABOVE THE PANEL. 3. ADJACENT FRAMING WITH 1/4" DIAMETER SCREWS IS REQUIRED AT THE PANEL EDGES WHEN INSTALLING A FILLER ABOVE THE TOP CHANNEL THAT IS GREATER THAN 1-1/2" OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL. 9" PANEL 12" PANEL 15" PANEL 21" PANEL 24" PANEL18" PANEL NOTES: A. SURFACE FINISHES, CONNECTORS AND FIXTURES ARE ATTACHED TO THE PANEL FACE WITH # 10 SELF-TAPPING SCREWS SPACED NO LESS THAN 2-1/4" OC. B. ATTACHMENTS TO THE PANEL EDGES ARE MADE WITH # 12 SELF-TAPPING SCREWS. C. STRUCTURAL CONNECTIONS ARE TO BE DESIGNED BY THE DESIGN PROFESSIONAL. D. STRUCTURAL HARDWARE USED TO TRANSFER LOADS SHOULD NOT EXCEED 12 GAUGE. BUGLE HEAD WAFER HEAD FLAT TRUSS MODIFIED TRUSS HEX HEAD SELF DRILLING TIP SELF DRILLING WING TIP #10 SELF-TAPPING SCREWS AT FACE OF PANEL. (HEX HEAD WITH SELF DRILLING TIP SHOWN) #10 SELF-TAPPING SCREWS AT FACE OF PANEL. (BUGLE HEAD WITH SELF DRILLING TIP SHOWN) #12 SELF-TAPPING SCREWS AT EDGE OF PANEL. (BUGLE HEAD WITH SELF DRILLING WING TIP SHOWN) PANCAKE FIXTURE AS NEEDED HFX26x HEADER ABV. SECTIONS SCALE:NTS. HFX PANEL SIZE NOTES: ATTACHMENTS TO ADJACENT TRIMMERS MAY BE MADE AT PREPUNCHED SCREW HOLES OR WITH SELF TAPPING SCREWS (#12 AT EDGES, #10 AT FACE). 1. TRIMMERS PROVIDE FULL BEARING FOR HEADER ABOVE, DESIGN AND CONNECTIONS BY BUILDING DESIGN PROFESSIONAL. 2. 6x HEADER. 3. WOOD MEMBERS FOR BACKING MAY BE INSERTED VERTICALLY OR HORIZONTALLY IN THE PANEL CAVITY AS NEEDED. 4. WOOD MEMBER FLUSH TO FACE OF WALL FOR BACKING AS NEEDED. HFX1HFX PANEL INSTALLATION NOTE, TABLE & DETAILS SCALE:NTS. 2 1 4 3 1 A B SECTION A SECTION B NOTES: TO PREVENT DRILLING ADDITIONAL HOLES ORIENT THE PANEL CAVITY TOWARD THE FIXTURE BEING INSTALLED. 1. (A) PRE-WELDED STRAPS ARE PROVIDED ON 78" AND 79-1/2" PANEL HEIGHTS. THEY ARE AVAILABLE FOR OTHER HEIGHTS UPON REQUEST. (B) FIELD INSTALLED STRAPS WITH SELF TAPPING SCREWS ARE PERMITTED. THE DESIGN AND CONNECTION IS BY THE DESIGN PROFESSIONAL. 2. A 2x WOOD FILLER WITH 1/4"x4-1/2" (MIN.) WS SCREWS IS PERMITTED. 3. WHEN CRIPPLE STUDS OCCUR, SHEAR TRANSFER DESIGN TO BE PER THE BUILDING DESIGN PROFESSIONAL. 4. A 1" DIA. HOLE MAY BE ADDED IN THE PANEL FACE WHEN IT IS LOCATED IN THE UPPER HALF OF THE PANEL HEIGHT AND IS 4" MINIMUM FROM ANY EDGE. FOR PANELS MORE THAN 12" WIDE, ADDITIONAL HOLES MUST BE OFFSET 1" MINIMUM FROM THE 3" DIA. PREPUNCHED HOLE. FOR HOLES LARGER THAN 1" DIAMETER OR TO ADD MORE THAN ONE HOLE CONTACT MITEK HARDY FRAME TECHNICAL SUPPORT AT (800) 754-3030. TRIMMERS PER DESIGN PROFESSIONAL OPTIONAL SOFFIT HFX5TOP CONNE. TO HEADER SCALE:NTS. 3 1B1A 2 4" 1" 3" 4 4"4" 3 STEEL BEAM ABV. THRU-BOLT SCALE:NTS. HFX NOTES: 1.STEEL BEAM PER PLANS 2.NUTS AND WASHERS PER TABLE NOTE 1. 4. HARDY FRAME STACKING WASHERS (HFSW) REQUIRED TO BE WELDED INSIDE TOP CHANNEL OF LOWER PANEL. 5. HARDY FRAME "STK" PANEL WITH STACKING WASHERS WELDED INSIDE THE TOP CHANNEL BY MANUFACTURER. 1 2 34 5 6 8 INSTALLATION ON CONC. SCALE:NTS. HFX NOTES: 1. 15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND CONCRETE. 2. NUTS AND WASHERS PER TABLE NOTE 1. 21 OPTIONAL INSTALLATION WITH HARDY FRAME BASE EXTENSION (HFBX) FOR ADJACENT FRAMING NOTES: 1. 15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND CONCRETE. 2. NUTS AND WASHERS PER TABLE NOTE 1. 3. ADJACENT FRAMING OPTIONAL U.N.O. BY BUILDING DESIGN PROFESSIONAL. 4 INSTALLATION ON CURB SCALE:NTS. HFX 3 2 1 HFBX 7 INSTALLATION ON 2x PLATE SCALE:NTS. HFX NOTES: 1. 15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND TREATED PLATE. 2. NUTS AND WASHERS PER TABLE NOTE 1. 3. ALLOWABLE VALUES ON 2x PLATE ARE LESS THAN INSTALLATION ON CONCRETE 21 NOTES: 1. DESIGNS ARE TO RESIST LOADING PER ACI 318-14, SEC 17.2.3.4.3. 2. STD INDICATES ANCHORS COMPLYING WITH ASTM F1554 GRADE 36 WITH A HARDY FRAME BOLT BRACE (HFXBB) INSTALLED WITH STD OR GRADE 8 DOUBLE NUTS ON THE EMBED END. 3. HS INDICATES ANCHORS COMPLYING WITH ASTM A193 GRADE B7 WITH A 1/2"x3"x3"(MIN) HFPW PLATE WASHER INSTALLED WITH DOUBLE NUTS ON THE EMBED END (HFXBB NOT REQUIRED). 4. LE = LENGTH OF EMBEDMENT FROM THE TOP OF FOOTING OR GRADE BEAM TO THE TOP OF THE HFXBB BOLT BRACE (TOP OF THE EMBEDDED HFPW PLATE WASHER @ HS ANCHORS) 5. CA1 = DISTANCE FROM HD CENTERLINE TO THE END OF THE FOOTING OR GRADE BEAM. 6. CA2 = DISTANCE FROM HD CENTERLINE TO BOTH THE FRONT AND THE BACK FACE OF THE FOOTING OR GRADE BEAM. 7. SHEAR TIES ARE GRADE 60 (MIN) REBAR AND REQUIRED FOR NEAR EDGE DISTANCE CONDITIONS PER ACI-318-14, F'C = 2,500 PSI. CURBS AND STEM WALLS MUST BE 6 INCH (MIN) WIDTH FOR UA AND RA, 12 INCH (MIN) WIDTH FOR BB-RA. 8. FOR UA APPLICATIONS, ADDITIONAL TIES MAY BE REQUIRED AT STEM WALLS. SHEAR TIES ARE NOT REQUIRED FOR INSTALLATION AWAY FROM EDGE (SEE DETAIL 1A), INSTALLATION ON WOOD FRAMING, OR FOR IRC BRACED WALL PANEL APPLICATIONS. 9. STIRRUPS ARE GRADE 60 (MIN) REBAR. SEE TABLE FOR SIZE AND SPACING. SEE “STIRRUP LAYOUT” DIAGRAMS AND “KEY” FOR LAYOUT PATTERNS. 10. CONCRETE EDGE DISTANCES MUST COMPLY WITH ACI 318-14, SECTION 17.7.2. COATED REINFORCEMENT MAY BE SPECIFIED BY THE EOR TO LIMIT EXPOSURE AND THEREFORE REDUCE MINIMUM CONCRETE COVER. COATED REINFORCEMENT MUST COMPLY WITH ACI 318-14, SECTION 20.6.2. 11. ANCHORAGE IS DESIGNED FOR TENSION AND SHEAR TRANSFER ONLY, FOUNDATION DESIGN PER EOR. 12. REINFORCEMENT SHOWN IS THE MINIMUM REQUIREMENT AND IS NOT INTENDED TO REPLACE REINFORCEMENT DESIGNED BY THE EOR. 13. FOR RA AND BB-RA INSTALLATIONS, THE HFXBB BOLT BRACE MAY BE PLACED ON TOP OF THE STIRRUPS WITH DOUBLE-NUTS INSTALLED AT EMBED END OF STANDARD GRADE ANCHOR RODS. (NOTE: 1 2" x 3" x 3" MIN. HFPW PLATE WASHERS ARE REQUIRED TO BE DOUBLE-NUTTED AT EMBED END OF HIGH STRENGTH ANCHOR RODS.) 14. HIGH STRENGTH ALL-THREAD RODS PROVIDED BY HARDY FRAMES ARE STAMPED ON BOTH ENDS. B A 2 3 4" FOR PANEL ON CONCRETE TOP OF CONCRETE MODEL WIDTH (IN.)A (IN.)B (IN.) HFX-9X 9 1-3/4 5-1/2 HFX-12X 12 8-1/2 HFX-15X 15 2-5/8 9-3/4 HFX-18X 18 12-3/4 HFX-21X 21 15-3/4 HFX-24X 24 18-3/4 IMPORTANT NOTES & HFX ANCHOR CENTERLINES HFX9 SCALE:NTS. A MODEL PANEL WIDTH (IN.) ANCHORAGE1 ROD DIA. (IN.)ROD GRADE2,3 RA STIRRUPS9 (IN.)SHEAR TIES7 Le 4 (IN.)Ca1 5 (IN.)Ca2 6 (IN.) HFX-9x 9 1-1/8-STD-RA 1-1/8 STD 15 19-3/4 11 (8) #4 #3(MIN.)@ 3-3/4" O.C. HFX-12x 12 1-1/8-STD-RA STD (9) #4 #3(MIN.)@ 4" O.C. 1-1/8-HS-RA HS HFX-15x 15 1-1/8-STD-RA STD 20-5/8 (10) #41-1/8-HS-RA HS HFX-18x 18 1-1/8-STD-RA STD 1-1/8-HS-RA HS HFX-21x 21 1-1/8-STD-RA STD (11) #4 1-1/8-HS-RA HS #4(MIN.)@ 4" O.C.HFX-24x 24 1-1/8-STD-RA STD (12) #4 1-1/8-HS-RA HS HFX10REINFORCED ANCHORAGE (RA) SCALE:NTS. REINFORCED ANCHORAGE NOMENCLATURE 1 - 1/8 - STD - RA REINF. ANCHORAGEROD DIAMETER ROD GRADE Ca2 Ca222 " M I N . Ca1 2'-6" MIN. 7 3 4" 1" RADIUS 16 " 9" MIN. 11" MAX. DETAIL A 135° BEND DETAIL A RADIUS: #3= 3/4" MIN. #4= 1" MIN. LENGTH (1A/HFX1) 2 1 2" (MIN.) OVER LAP HFX-9x HFX-12x HFX-15x HFX-18x HFX-21x HFX-24x A B B A A B A BAB 2 EQ. SPACE AB 3 EQ. SPACE A B A B A BBABA B A 3 EQ. SPACE 4 EQ. SPACE A A KEY: A= 3" O.C. B= 1-1/2" EA. SIDE OF HD RA SHEAR TIES & STIRRUPS EXT. SLAB INT. SLAB CURB @ OUTSIDE CORNER CONT. FOUNDATION RA SECTIONS & ELEVATIONS #4 (MIN.) LONGITUDINAL REBAR TOP & BOT BY EOR (4)#5 (MIN.) LONGITUDINAL REBAR TOP & BOT BY EOR±1 " F R O M T. O . C O N C . TO C . L . O F SH E A R T I E 1" C . L . @U P P E R T W O T I E S STIRRUPS PER TABLE SHEAR TIES PER TABLE 6" MIN. 8" MAX. 1'-10" MIN. 12 " MI N . 15 " M I N . 22 " M I N . 2'-6" MIN. UNO BY EOR Ca1 PER TABLE 12 " M I N . 15 " M I N . 22 " M I N . CURB (6" MIN.) WIDTH FILLER GREATER THAN 1-1/2 IN. SCALE:NTS. HFX RAKE WALL INSTALLATION 1 3 5 2 2 NOTES: 1.WOOD FILLER WITH USP MP4F/LTP4 "G TYPE" @6" ON BOTH SIDES. 2.1/4" x 3" (MINIMUM) WS SCREWS, QUANTITY PER TABLES 3.ADJACENT FRAMING WITH 1/4" DIAMETER SCREWS INSTALLED THROUGH PRE-PUNCHED HOLES IN PANEL EDGES REQUIRED WHEN INSTALLING A FILLER GREATER THAN 1-1/2" ABOVE TO BRACE OUT-OF-PLANE HINGE OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL. 4.PRE-DRILL 3/16" DIA. HOLES, EVENLY SPACED IN FACE OF PANEL NO LESS THAN 2-1/4" OC AND INSTALL 1/4" DIA. WOOD SCREWS INTO 2x (MIN.) WOOD "LEDGER" IN PANEL CAVITY. 5.CONNECTOR AND ATTACHMENT BY BUILDING DESIGN PROFESSIONAL. PROJECT CLIENT 0'2'4'8'16' SHEET TITLE 922 W PARK LN, SANTA ANA, CA 92706 KAWEHI HOLOMALIA, KEKANI112299@YAHOO.COM FOR FIELD VERIFICATION AND CITY PERMIT ONLY SAZAN INC. 77 Waldorf, Irvine, CA 92612 HFX.01 HARDY PANEL DETAILS 07/07/2025 EXP. 06-30-2026 REINFORCING STEEL TABLE CAST-1. CONCRETE MINIMUM MECHANICAL PROPERTIES LOCATION COMPRESSIVE STRENGTH (PSI)TYPE FOOTING 4,500 NORMAL WEIGHT (145 PCF) SLAB-ON-GROUND 4,500 NORMAL WEIGHT (145 PCF) ALL OTHER STRUCTURAL ELEMENTS 4,500 NORMAL WEIGHT (145 PCF) CAST IN PLACE CONCRETE FOUNDATIONS 1. NO GEOTECHNICAL REPORT WAS PROVIDED. THE DESIGN OF FOUNDATION IS BASED ON THE DEFAULT VALUE PROVIDED IN FOUNDATION REQUIREMENTS FOR RESIDENTIAL PROJECTS AND ACCESSORY STRUCTURES DATED 06/22/2020 BY THE COUNTY OF ORANGE DEPARTMENT OF PUBLIC WORKS. THE DESIGN OF FOUNDATION IS ALSO BASED ON THE DEFAULT VALUES PROVIDED IN TABLE 1806.2 OF CBC2022 FOR SOIL CLASS 5 (CL, ML, MH AND CH). SEE TABLE FUND-1 FOR THE DESIGN PARAMETERS RECOMMENDED BY THE ABOVE REFERENCED DOCUMENT AND WERE CONSIDERED FOR THE FOUNDATION DESIGN OF THIS PROJECT. A33% INCREASE FOR BEARING CAPACITY WAS CONSIDERED FOR LOAD COMBINATIONS INCLUDING WIND OR SEISMIC LOADS. 2. EXTERIOR & INTERIOR FOUNDATIONS SHALL BE CARRIED AT LEAST 24 IN. INTO FIRM UNDISTURBED NATURAL OR COMPACTED SOIL UNO ON THE PLANS OR DETAILS. 3. EXCAVATION AND STABILITY OF SLOPES ARE NOT PART OF THE DESIGN SCOPE, AND CONTRACTOR SHALL REMAIN SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING BUT NOT LIMITED TO LAGGING, SHORING, RESHORING UNDERPINNING AND PROTECTION OF EXISTING CONSTRUCTION. 4. NO CONSTRUCTION, EXPANSION OR COLD JOINTS ARE PERMITTED IN THE FOUNDATIONS AND GRADE BEAMS, UNLESS SPECIFICALLY SHOWN ON THESE DRAWINGS. 5. STANDING WATER SHALL BE REMOVED FROM THE FOUNDATION EXCAVATIONS PRIOR TO THE CONCRETE PLACING. 6. NOTIFY THE OWNER'S REPRESENTATIVE, IF ANY BURIED CONSTRUCTIONS THAT ARE NOT INDICATED ON THESE DRAWINGS ARE FOUND ON THE CONSTRUCTION SITE. UNLESS SPECIFICALLY SHOWN ON THESE DRAWINGS, DO NOT DAMAGE ANY EXISTING BURIED STRUCTURES SUCH AS CESSPOOLS, CISTERNS, FOUNDATIONS, ETC. 7. LOCATE ALL UTILITIES PRIOR TO COMMENCING THE WORK. EXISTING EMBEDDED OR SURFACE UTILITIES SHALL BE PROTECTED TO REMAIN UNDAMAGED DURING AND AFTER CONSTRUCTION WORK. 8. UNLESS NOTED OTHERWISE, OR REQUIRED BY THE LOCAL AUTHORITIES, REMOVE ABANDONED FOUNDATIONS, UTILITIES, PIPES, ETC. WHEREVER INTERFERE WITH THE NEW CONSTRUCTION OR IMPOSE DANGERS. 9. UNLESS NOTED OTHERWISE ON CONTRACTUAL DOCUMENTS, OR REQUIRED BY THE LOCAL AUTHORITIES, EXCAVATIONS FOR FOUNDATIONS MUST BE ACCEPTED BY THE APPROVED REPRESENTATIVE OF GEOTECHNICAL ENGINEER OR INSPECTORS PRIOR TO PLACING REINFORCING AND CONCRETE. NOTIFY THE GEOTECHNICAL ENGINEER WHEN EXCAVATIONS ARE READY FOR INSPECTION. 10. WHERE EXCAVATION IS CAPABLE OF MAINTAINING A VERTICAL CUT WITHOUT SLOUGHING, FOUNDATIONS MAY BE CAST DIRECTLY AGAINST EXCAVATIONS PROVIDED. WHERE FOUNDATIONS ARE CAST AGAINST EARTH, DIMENSIONS OF THE FOUNDATIONS SHALL BE ENLARGED BY AN ADDITIONAL ONE INCH IN THE DIRECTION OF THE SIDE CAST AGAINST EARTH. 11. CONCRETE SHALL NOT BE PLACED ON FROZEN GRADE. FOUNDATIONS THAT MAY SUBJECT TO FREEZING TEMPERATURES AFTER FOUNDATION CONSTRUCTION SHALL BE ADEQUATELY PROTECTED FROM FREEZING. 12. ALL EARTHWORK INCLUDING BUT NOT LIMITED TO EXCAVATION, BACKFILL, AND COMPACTION SHALL BE DONE IN STRICT ACCORDANCE WITH THE RECOMMENDATIONS STATED IN GEOTECHNICAL INVESTIGATION REPORT OR THE REQUIREMENTS OF THE CITY OF THE PROJECT. 13. FOUNDATION EXCAVATION, BACKFILLING, AND COMPACTION SHALL BE OBSERVED AND APPROVED BY THE GEOTECHNICAL ENGINEER OF RECORD, IF APPLICABLE, AND THE GOVERNING AGENCY PRIOR TO PLACING REINFORCING STEEL AND CONCRETE. GEOTECHNICAL ENGINEER SHALL PROVIDE A LETTER OF COMPLIANCE TO THE OWNER. 14. FOR SLOT-CUTTING METHOD OF EXCAVATION, PROVIDE SUPPORTING COMPUTATIONS BY A REGISTERED GEOTECHNICAL ENGINEER AND A DRAWING SHOWING THE LOCATION OF SLOTS, THEIR WIDTH AND SEQUENCE OF SLOT CUTS. SLOT CUT TO BE AT LEAST 36" AWAY FROM ANY PROPERTY LINES AND NOT EXCEED 5 FEET IN DEPTH. 15. TEMPORARY CUT SLOPES SHALL NOT EXCEED RECOMMENDED DEPTH IN THE GEOTECHNICAL INVESTIGATION REPORT. DO NOT PERMIT ANY PERSON TO DESCEND INTO TRENCHES OR EXCAVATIONS GREATER THAN FIVE FEET IN DEPTH UNLESS NECESSARY PERMIT FROM STATE OF CALIFORNIA DIVISION OF INDUSTRIAL SAFETY IS OBTAINED PRIOR TO ISSUANCE OF BUILDING OR GRADING PERMIT. CONTRACTOR SHALL PROVIDE FOR DESIGN, PERMIT, AND INSTALLATION OF ALL SHORING AND SHEATHING NECESSARY TO SAFELY RETAIN EARTH BANKS. 16. CONTRACTOR SHALL PROVIDE FOR DEWATERING OF EXCAVATIONS FROM SURFACE WATER, GROUNDWATER OR SEEPAGE. DEWATERING SHALL EFFECTIVELY ELIMINATE ANY HYDROSTATIC PRESSURE ON SHORING. ENSURE THAT CONTAMINATED WATER IS NOT DISPOSED OF IN PUBLIC SEWER OR STORM DRAIN SYSTEM AND ENSURE THAT DIRTY WATER IS NOT DISPOSED OF INTO PUBLIC RIGHT-OF-WAY. 17. SIDEWALKS OR PAVING IMMEDIATELY ADJACENT TO BUILDING PERIMETER SHALL BE SLOPED TO PROVIDE POSITIVE DRAINAGE AWAY FROM BUILDING. LANDSCAPE IRRIGATION IS NOT PERMITTED WITHIN FIVE FEET OF BUILDING PERIMETER FOOTINGS EXCEPT WHEN ENCLOSED IN PROTECTED PLANTERS THAT DIRECT DRAINAGE AWAY FROM STRUCTURE AND FOUNDATIONS. DISCHARGE FROM DOWNSPOUTS, ROOF DRAINS, AND SCUPPERS IS NOT PERMITTED ONTO UNPROTECTED SOILS WITHIN FIVE FEET OF BUILDING PERIMETER. 18. UNLESS ADEQUATELY BRACED AND SHORED, RETAINING WALLS SHALL NOT BE BACKFILLED UNTIL WALLS HAVE ATTAINED FULL DESIGN STRENGTH. FOR PIT WALLS AND BUILDING WALLS BELOW GRADE, BRACING AND SHORING SHALL REMAIN IN PLACE UNTIL ATTACHED FLOORS ARE PLACED, CURED FOR AT LEAST 7 DAYS, AND HAVE ATTAINED 70% DESIGN STRENGTH. BACKFILL PLACED IMMEDIATELY BEHIND RETAINING WALLS SHALL BE COMPACTED WITH HAND OPERATED EQUIPMENT. 19. WHERE THE STEEL COLUMNS ARE EXPOSED TO WEATHER, BASE PLATES AND COLUMNS UP TO 12" ABOVE THE CONCRETE SLAB SHALL BE COATED WITH MIN. 2 COATS OF MACROPOXY 646. 20. ALL PERMANENT STEELS IN CONTACT WITH WEATHER SHALL BE PROTECTED FOR CORROSION. TABLE WIND-1. WIND DESIGN DATA CASE VALUE BASIC WIND SPEED 95 MPH IMPORTANCE FACTOR, Iw 1.0 RISK CATEGORY ll EXPOSURE CATEGORY B ENCLOSURE CLASSIFICATION ENCLOSED BUILDING INTERNAL PRESSURE COEFFICIENT, GCpi ±0.18 WIND BASE SHEAR IN EAST- WEST DIRECTION 12.1 KIPS WIND BASE SHEAR IN NORTH- SOUTH DIRECTION 14.9 KIPS TABLE EQ-1. EARTHQUAKE DESIGN DATA PARAMETER VALUE SITE CLASS D-DEFAULT RISK CATEGORY ll IMPORTANCE FACTOR, IE 1.0 MAPPED SPECTRAL RESPONSE ACCELERATION, SS 1.336 G MAPPED SPECTRAL RESPONSE ACCELERATION, S1 0.475 G SITE COEFFICIENT, FA 1.2 SITE COEFFICIENT, FV 1.825 DESIGN SPECTRAL RESPONSE COEFFICIENT, SDS 1.069 G DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 0.578 G SEISMIC DESIGN CATEGORY D RESPONSE MODIFICATION COEFFICIENT (S) OF LIGHT- FRAME (WOOD), R 6.5 OVERSTRENGTH FACTOR (WOOD), Ω0 3 DEFLECTION AMPLIFICATION FACTOR (WOOD), CD 4 SEISMIC RESPONSE COEFFICIENT, CS 0.164 (LRFD) SEISMIC BASE SHEAR OF LIGHT- FRAME (WOOD)12.43 KIPS ANALYSIS PROCEDURE ELF PROC. TABLE LL-1. MINIMUM LIVE LOAD RESIDENTIAL AREAS VALUE PRIVATE ROOMS AND CORRIDORS SERVING THEM 40 PSF PUBLIC ROOMS 100 PSF CORRIDORS SERVING PUBLIC ROOMS 100 PSF UNINHABITABLE ATTICS WITHOUT STORAGE 10 PSF UNINHABITABLE ATTICS WITH STORAGE 20 PSF HABITABLE ATTICS AND SLEEPING AREAS 30 PSF ALL OTHER AREAS 40 PSF BALCONIES AND DECKS 1.5 TIMES THE LIVE LOAD FOR THE AREA SERVED. NOT REQUIRED TO EXCEED 100 PSF ROOFS ORDINARY FLAT, PITCHED, AND CURVED ROOFS 16 PSF ROOF AREAS USED FOR OCCUPANTS SAME AS OCCUPANCY SERVED ROOF AREAS USED FOR ASSEMBLY PURPOSES 100 PSF TABLE DL-1. MINIMUM DEAD LOAD ROOF 12 PSF CEILING 6 PSF FLOOR 10 PSF 1.SAZAN'S SCOPE OF WORK IS LIMITED TO PROVIDING STRUCTURAL DRAWINGS FOR 554 SF ADDITION CONSISTING OF KITCHEN, BATHROOMS, AND LAUNDRY REMODEL PER ARCH. DWG., LOCATED AT 922 W PARK LN, SANTA ANA, CA 92706. THE AREA OF THIS SCOPE OF WORK IS SHOWN ON DRAWINGS SHEETS S2.01 TO S2.22. 2.THE SCOPE OF WORK DOES NOT INCLUDE THE ANALYSIS OR EVALUATIONS OF EXISTING STRUCTURE AS A WHOLE OR THE PORTIONS OF IT THAT IS NOT INCLUDED IN THIS SCOPE OF WORK FOR LATERAL AND GRAVITY LOADS. NO WARRANTY EXPRESSED OR IMPLIED TO THE ADEQUACY, CODE COMPLIANCE, OR CONFORMANCE OF THE EXISTING STRUCTURE IS MADE BY VIRTUE OF THIS DESIGN. THIS SCOPE OF WORK DOES NOT INCLUDE ANY VERIFICATION FOR THE CONFORMANCE OF THE EXISTING STRUCTURE TO THE PROVIDED DOCUMENTS OR CODE COMPLIANCE. 3.SAZAN PERFORMED THE DESIGN CONSIDERING THE AVAILABLE INFORMATION FOR THE STRUCTURE. SHOULD ADDITIONAL INFORMATION BECOME AVAILABLE THAT SAZAN WAS NOT AWARE OF, OR WHICH WAS UNKNOWN AT THE TIME OF ANALYSIS OR DESIGN, SAZAN RESERVES THE RIGHT TO REVISE THE DESIGN AS NEEDED AND ADDITIONAL COSTS MAY BE REQUIRED. 4.SAZAN PERFORMED THE STRUCTURAL DESIGN IN A MANNER CONSISTENT WITH THE LEVEL OF SKILL AND CARE ORDINARILY EXERCISED BY PROFESSIONAL ENGINEERS AND CONSULTANTS PRACTICING UNDER SIMILAR CONDITIONS. NO OTHER REPRESENTATION, WARRANTY, OR GUARANTEE IS GIVEN. PROVIDED OPINIONS ARE BASED ON OUR ENGINEERING JUDGMENT. SAZAN WILL NOT BE RESPONSIBLE FOR LATENT DEFECTS THAT MAY APPEAR IN THE FUTURE OR FOR DIFFERENT OPINIONS OF OTHERS THAT MAY ARISE. 5.THE CLIENT IS SOLELY RESPONSIBLE FOR THE ACCURACY OF THE PROVIDED INFORMATION, AND STRUCTURAL ENGINEER DISCLAIMS ANY LIABILITIES FOR DISCREPANCIES BETWEEN THE DOCUMENTS THEMSELVES OR PROVIDED INFORMATION AND FIELD CONDITIONS. 6.STRUCTURAL OBSERVATION AND SPECIAL INSPECTIONS ARE NOT INCLUDED IN THIS SCOPE OF WORK. 7.ALL WORK SHALL BE INACCORDANCE WITH THE 2022 EDITION OF CALIFORNIA BUILDING CODE (CBC), CALIFORNIA RESIDENTIAL CODE (CRC), AND ALL AMENDMENTS OF THE CITY OF THE PROJECT LOCATION AND LOCAL AUTHORITIES INCLUDING LOCAL ORDINANCE. 8.ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE STANDARDS FOR THE OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION (OSHA) OF PROJECT STATE AND ALL APPLICABLE LOCAL CODES AND ORDINANCES. CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR THE SAFTEY OF PERSONEL AND JOBSITE OF THIS CONTRACT DURING THE CONSTRUCTION. ENGINEER AND THE OWNER SHALL REMAIN HARMLESS FROM ANY AND ALL LIABILITIES OF THE CONSTRUCTION WORK. 9.THE JURISDICTION PERMIT SET SHALL NOT BE USED FOR ANY CONSTRUCTION OR COMMENCING THE WORK PRIOR TO ACQUIRING THE JURISDICTION’S PERMIT. SAZAN SHALL HAVE NO LIABILITY OR RESPONSIBILITY FOR THE SAFETY, AND/OR COSTS OF ANY CONSTRUCTION THAT IS PERFORMED PRIOR TO ACQUIRING THE JURISDICTION’S PERMIT. FAILURE TO OBTAIN A BUILDING PERMIT IS A VIOLATION OF CONTRACTORS LICENSE LAW. CONSTRUCTION PERFORMED WITHOUT A PERMIT CAN EXPOSE A HOMEOWNER TO ADDITIONAL LIABILITY AND COSTS. 10.CONSTRUCTION DOCUMENTS IDENTIFIED AS BID SET OR ISSUED FOR PERMIT ON ANY OR ALL SHEETS ARE SUBJECTED TO REVIEW AND APPROVAL BY BUILDING OFFICIALS. THIS REVIEW MAY RESULT CHANGES TO THE DOCUMENTS. DRAWING SETS/SHEETS THAT ARE NOT APPROVED BY BUILDING OFFICIALS SHALL NOT BE USED FOR ANY CONSTRUCTION OR COMMENCING ANY PREPARATION WORK. THESE DOCUMENTS ARE NOT CONSTRUED AS BEING THE COMPLETED OR FINAL CONSTRUCTION DOCUMENTS AND THEY SHALL NOT IN ANY WAY BE USED AS SUCH. 11.DESIGN OF HANDRAILS AND GUARDRAILS ARE NOT INCLUDED WITH THIS SCOPE OF WORK. 12.ALL GUARDRAILS AND HANDRAILS SHALL BE DESIGNED TO WITHSTAND A LATERAL POINT LOAD OF 200 POUNDS APPLIED HORIZONTALLY AT RIGHT ANGLES, AT ANY POINT TO TOP RAIL. A 50 PLF LOAD IS REQUIRED AT 3-STORY AND MULTI-FAMILY. 13.THESE DRAWINGS ARE PROVIDED SPECIFICALLY FOR THE PROJECT LISTED ON THE TITLE BLOCK AND ANY REUSE OR REPRODUCE OF THE DRAWINGS AND DETAILS AS A WHOLE, OR A PART ARE STRICTLY PROHIBITED UNLESS A WRITTEN APPROVAL FROM THE ENGINEER IS ISSUED. 14.CONTRACTOR SHALL COORDINATE FOR ALL INSPECTIONS AND SPECIAL INSPECTIONS THAT ARE REQUIRED BY LOCAL AUTHORITIES FOR THE WORK. ALL REPORTS SHALL BE SUBMITTED TO THE OWNER AND ENGINEERS PRIOR TO THE CONCLUDING OF THE WORK. ALL REPORTED DEFICIENCIES IDENTIFIED BY THE STRUCTURAL OBSERVER SHALL BE REPAIRED AT NO COSTS TO THE OWNER OR ENGINEERS PRIOR TO CONCLUSION OF WORK. 15.ALL DIMENSIONS SHALL BE VERIFIED IN FIELD PRIOR TO COMMENCEMENT OF WORK. ANY DISCREPANCIES BETWEEN THE DIMENSION SHOWN ON THESE DRAWINGS AND CIVIL DRAWINGS, ARCHITECTURAL DRAWINGS OR FIELD CONDITIONS SHALL BE REPORTED TO THE ENGINEER. ALL OPENINGS' LAYOUT, EMBEDMENTS, SLEEVES, AND PENETRATIONS FOR ARCHITECTURAL, MECHANICAL, AND ELECTRICAL ATTACHMENTS SHALL BE VERIFIED PRIOR TO PERFORMING THE WORK. NO WORK SHALL BE PERFORMED UNTIL THE DISCREPANCIES ARE RESOLVED. 16.REVIEW ALL CONTRACT DOCUMENTS FOR THE SCOPE OF WORK AND CONTRACTOR MINIMUM RESPONSIBILITIES. PROJECT DOCUMENTS INCLUDE INFORMATION REQUIRED TO CONVEY THE DESIGN INTENT. NOTIFY THE ENGINEER PRIOR TO COMMENCING OF THE WORK, IF ANY CLARIFICATIONS OF THE DESIGN ARE NEEDED. 17.THE DRAWINGS SHALL NOT BE SCALED. SPECIFIC DIMENSIONS SHOWN ON THE DRAWINGS, TAKE PRECEDENCE OVER THE SCALED DRAWINGS. 18.CONTRACTOR SHALL SCHEDULING SEQUENCE OF ALL WORK AND SUBCONTRACTORS' PLANS AND COORDINATE ALL WORK AND MAINTAIN CLEAN PATHS FOR ALL CODE REQUIRED EXITS AT ALL THE PHASES OF CONSTRUCTION. THE SCHEDULE SHALL BE APPROVED BY THE OWNER AND ARCHITECT-ENGINEER OF THE RECORD PRIOR TO COMMENCING THE WORK. 19. APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OR ALLOWABLE FAILURE TO COMPLY WITH THE PLANS AND SPECIFICATIONS. ANY DESIGN WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE DESIGNER OR ENGINEER FOR INTERPRETATION OR CLARIFICATION. 20.VIBRATION EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED BY SEOR. 21.DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE INSTRUCTIONS OR REQUIREMENTS OF REGULATORY AGENCIES IS TO THE LATEST PRINTED EDITION OF EACH IN EFFECT AT THE DATE OF SUBMISSION OF BID UNLESS THE DOCUMENT DATE IS SHOWN. DETAILS ON SHEETS TITLED “TYPICAL DETAILS” APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY REFERENCED. SUCH DETAILS ARE NOT NOTED AT EACH LOCATION THAT THEY OCCUR. 22.TYPICAL AND SIMILAR DETAILS SHALL BE CONSIDERED WHERE THE CONDITIONS ARE NOT SPECIFICALLY DETAILED. RESPONSIBILITIES OF THE CONTRACTOR INCLUDE UNDERSTANDING THE EXTENT OF THE TYPICAL DETAILS AND THEIR APPLICATION PRIOR TO PERFORMING WORK. 23.SPECIFIC NOTES AND DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. IF CONFLICT OCCURS BETWEEN THE CONTRACT DRAWINGS AND THE PROJECT MANUAL, IMMEDIATELY NOTIFY ARCHITECT AND STRUCTURAL ENGINEER FOR RESOLUTION. NO WORK SHALL BE PERFORMED IN THE AREA OF QUESTION TILL THE CONFLICT IS RESOLVED. 24.THE STABILITY, AND INTEGRITY OF THE STRUCTURE ARE VERIFIED AS A WHOLE. PROJECT DOCUMENTS DO NOT INDICATE MEANS AND METHODS OF THE CONSTRUCTION. CONTRACTOR SHALL TAKE REQUIRED MEASURES TO ENSURE THE STABILITY AND INTEGRITY OF THE STRUCTURE CONSIDERING ALL FIELD CONDITIONS. NEW COMPONENTS THAT ARE ADDED FOR STABILITY AND ARE NOT PART OF THE FINAL CONSTRUCTION SHALL BE REMOVED PRIOR TO CONCLUDING THE WORK. 25.DURIG THE CONSTRUCTION, ALL TEMPORARY BRACING ELEMENTS REQUIRED TO RESIST WIND, SEISMIC, SOIL PRESSURE OR OTHER LATERAL LOADS, SHALL BE MAINTAINED UNTIL THE MAIN LATERAL FORCE RESISTING SYSTEMS OF THE BUILDING AND THEIR CONNECTIONS ARE COMPLETED. PROJECT OBSERVATION PROGRAMS AND VISITS PERFORMED BY ENGINEERS AND INSPECTORS SHALL NOT BE CONSIDERED AS APPROVAL OF CONSTRUCTION MEANS AND METHODS. STRUCTURAL OBSERVATIONS DO NOT CONSTITUTE QUALITY CONTROL, DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE, AND SHALL NOT BE CONSIDERED AS SUPERVISION OF CONSTRUCTION. 26.CONTRACTOR IS SOLELY RESPONSIBLE FOR PROTECTION OF ALL STRUCTURAL, NONSTRUCTURAL, ARCHITECTURAL, FINISHING, ELECTRICAL AND MECHANICAL COMPONENTS WHICH ARE NOT DESIGNATED FOR DEMOLITION OR NEW CONSTRUCTION. ANY DAMAGES CAUSED BY THE CONTRACTOR OR SUBCONTRACTORS SHALL BE REPAIRED BY THE CONTRACTOR AT NO COSTS TO THE OWNER. 27.ALL MODIFICATIONS AND SUBSTITUTIONS SHALL BE SUBMITTED FOR APPROVAL. 28.THE CONTRACTOR SHALL VERIFY EXISTING CONCEALED AND VISIBLE CONDITIONS AND SHALL MAKE NECESSARY ADJUSTMENTS TO THE SYSTEMS AND COSTS DUE TO ACTUAL FIELD CONDITIONS. UNLESS SPECIFICALLY APPROVED BY THE OWNER, ARCHITECT AND STRUCTURAL ENGINEER OF THE RECORD, AFTER AWARDING THE PROJECT, NO ADDITIONAL COSTS TO THE OWNER OR ENGINEER ARE ACCEPTED DUE TO FIELD CONDITIONS. 29.STRUCTURAL DESIGN CAPACITIES PROVIDED ON THESE DRAWINGS ARE APPLICABLE AFTER THE ALL ELEMENTS AND THEIR CONNECTIONS ARE CONSTRUCTED AND FULLY CURED. WHERE CONSTRUCTION MATERIALS ARE PLACED ON CONSTRUCTED FLOORS AND ROOFS, MATERIALS SHALL BE DISTRIBUTED SUCH THAT THE DESIGN LIVE LOAD PER SQUARE FOOT IS NOT EXCEEDED AT ANY LOCATIONS. 30.EQUIPMENT ANCHORAGE TO THE STRUCTURE SHALL BE PROVIDED BY MANUFACTURER IN ACCORDANCE WITH STATE AND CITY CODES. 31.BRACING SYSTEMS USED FOR ATTACHMENTS SHALL HAVE CURRENT APPROVAL DOCUMENTS AND EVALUATION REPORT, WHICH CONFORM TO THE GOVERNING CODE, AND AUTHORITY REQUIREMENTS. 32.SUSPENDED EQUIPMENT SHALL BE SECURED WITH APPROVED LATERAL BRACING SYSTEM HAVING CURRENT APPROVAL DOCUMENTS AND EVALUATION REPORT. 33.UNLESS NOTES OTHERWISE, LOADS FROM ELECTRICAL, MECHANICAL, AND PLUMBING ATTACHMENTS SHALL BE SUPPORTED BY STRUCTURAL BEAMS. 34.INSTALL ALL MATERIALS AND PRODUCTS SPECIFIED OR SHOWN IN THESE DRAWINGS IN STRICT CONFORMANCE WITH THE MANUFACTURER'S WRITTEN RECOMMENDATIONS. 35.REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS LAYOUT OF DOOR AND WINDOW OPENINGS IN STRUCTURAL WALLS, LOCATION AND EXTENT OF EXTERIOR WALL SYSTEM, LOCATION AND EXTENT OF NON-BEARING CMU WALLS AND LAYOUT OF OPENINGS THEREIN, LAYOUT OF SLOPES, CONCRETE CURBS, DEPRESSIONS, CHANGES IN LEVEL, CHAMFERS AND REVEALS, INSERTS FOR FINISH SYSTEMS, LAYOUT OF OPENINGS IN FLOORS AND ROOF AND SLAB EDGES,FRAMING, LAYOUT AND DETAILS STAIR SIZE AND LOCATION. 36.REFER TO ELECTRICAL, MECHANICAL, PLUMBING DRAWINGS FOR LOCATION AND SIZE OF PIPE SLEEVES, TRENCHES, AND OPENINGS THROUGH WALLS AND SLABS FOR DUCTWORK, LAYOUT, LOCATIONS AND EXTENT OF ANCHORAGE OF PIPING, ELECTRICAL CONDUITS AND DUCTWORK, TO STRUCTURE, LAYOUT, LOCATIONS, AND EXTENT OF EQUIPMENT ANCHORAGE TO STRUCTURE, EQUIPMENT PADS, AND REQUIREMENT WEIGHTS, LAYOUT, LOCATIONS, AND EXTENT OF ELECTRICAL CONDUITS, OUTLETS, AND BOXES IN CONCRETE SLABS AND WALLS. 37.UNLESS APPROVED BY THE ENGINEER, NO OPENING, HOLES, CUTS OR DISCONTINUITIES NOT SHOWN ON THE STRUCTURAL DRAWINGS AND EXTENDING INTO OR THROUGH STRUCTURAL ELEMENTS SHALL BE PERMITTED. ADDITIONAL DETAILING MAY BE REQUIRED AT THESE LOCATIONS. 38.ANY MODIFICATION TO THESE DRAWINGS OR DETAILS WITHOUT A WRITTEN APPROVAL FROM THE ENGINEER SHALL VOID THE ENGINEER’S RESPONSIBILITY FOR THE WHOLE STRUCTURE. IF ANY MODIFICATIONS ARE REQUIRED, IT SHALL BE REPORTED TO THE ENGINEER AND SHALL BE APPROVED PRIOR TO PERFORMING THE WORK. 39.DESIGN DATA DESIGN OF THE STRUCTURE IS IN ACCORDANCE WITH THE CALIFORNIA BUILDING CODE, 2022. UNLESS NOTED OTHERWISE ON THE DRAWINGS, THE DESIGN LOADS ARE AS TABLE BELOW. GENERAL NOTES FRAMING LUMBER AND ENGINEERED WOOD PRODUCT TABLE FUND-1. SOIL PROPERTIES PARAMETER VALUE UNIT ALLOWABLE BEARING CAPACITY FOR (N) FOUNDATION(D+L)1,500 PSF ALLOWABLE BEARING CAPACITY FOR (E) FOUNDATION(D+L)1,000 PSF FRICTION COEFFICIENT N/A PASSIVE SOIL RESISTANCE N/A PCF AT REST SOIL PRESSURE N/A PCF ACTIVE SOIL PRESSURE N/A PCF INCREMENTAL SEISMIC PRESSURE N/A PCF 1.ALL CONCRETE WORK SHALL CONFORM TO THE STANDARDS OF THE AMERICAN CONCRETE INSTITUTE, ACI 301 “SPECIFICATION FOR STRUCTURAL CONCRETE” AND ALL APPLICABLE MODIFICATIONS AS NOTED IN THE CONTRACT DOCUMENTS OR BY LOCAL AUTHORITIES. 2.CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUM MECHANICAL PROPERTIES AT 28-DAY, UNLESS NOTED OTHERWISE IN TABLE CAST-1. 3.UNLESS NOTED OTHERWISE IN GEOTECHNICAL REPORT OR CONTRACT DOCUMENTS, CONCRETE MIX SHALL CONFORM TO THE REQUIREMENTS FOR CONCRETE ASSIGNED TO EXPOSURE CLASSES F1, S2, W0, AND C1, AS DEFINED IN TABLE 19.3.1.1 OF ACI 318. 4.UNLESS NOTED OTHERWISE IN GEOTECHNICAL REPORT OR CONTRACT DOCUMENTS, PORTLAND CEMENT FOR CONCRETE SHALL CONFORM TO ASTM C150 TYPE V. 5.UNLESS NOTED OTHERWISE IN CONTRACT DOCUMENTS, WATER CEMENT RATIO (W/cm) SHALL BE BASED ON THE REQUIREMENTS FOR SPECIFIED EXPOSURES, AND IT SHALL NOT EXCEED 0.45. 6.DETERIORATED OR CONTAMINATED MATERIALS SHALL NOT BE USED IN CONCRETE PRODUCTION. CONCRETE PRODUCTION INCLUDING EQUIPMENT USED TO MIX; BATCH AND DELIVERY SHALL CONFORM TO ASTM C94 OR ASTM C685. 7.CONCRETE SHALL BE MOIST CURED FOR AT LEAST 7 DAYS OF PLACEMENT EXCEPT IF APPROVED ACCELERATED CURING COMPOUND OR HIGH-SOLIDS CURING COMPOUND IS USED. 8.THE CONCRETE MAINTAINED AT A TEMPERATURE OF AT LEAST 50°F DURING THE CURING TIME BUT NOT LESS THAN 7 DAYS. 9.UNLESS APPROVED BY ARCHITECT, NO CURING COMPOUNDS, SEALERS, HARDENERS, ETC., SHALL BE ADDED TO OR APPLIED ON CONCRETE RECEIVING FINISHES. 10.AGGREGATE SHALL CONFORM TO ASTM C33 FOR NORMALWEIGHT CONCRETE. NORMALWEIGHT CONCRETE SHALL HAVE A MINIMUM DRY UNIT WEIGHT OF 145 PCF. 11.MAXIMUM AGGREGATE SIZE FOR FOUNDATION CONCRETE SHALL BE 1-1/2 IN. MAXIMUM AGGREGATE SIZE FOR OTHER MEMBERS SHALL BE 1 IN. BUT NOT LARGER THAN THE LEAST OF, ¾ THE MINIMUM CLEAR SPACING BETWEEN REINFORCING STEEL BARS INCLUDING SPLICES AND 1/5 THE NARROWEST DIMENSIONS BETWEEN SIDE OF THE FORMS. 12.FRESH CONCRETE SLUMP IN FLATWORK SHALL NOT BE MORE THAN 4 INCHES. 13.CONCRETE MIX SHALL BE BASED ON THE REQUIREMENTS STATED IN SECTION 4.2.3 OF ACI 301 FOR TRIAL MIXTURE OR/AND FIELD EXPERIENCES. 14.UNLESS NOTED OTHERWISE, ALL PREVIOUSLY HARDENED CONCRETE AT CONSTRUCTION JOINT SHALL BE CLEAN, FREE OF LAITANCE, AND INTENTIONALLY ROUGHENED TO FULL AMPLITUDE OF ¼ IN. PRIOR TO FRESH CONCRETE PLACEMENT. 15.UNLESS APPROVED BY THE STRUCTURAL ENGINEER, CENTER TO CENTER SPACING OF THE PIPES AND CONDUITS SHALL NOT BE LESS THAN 3 TIMES THE LARGEST DIAMETER OF PIPES OR CONDUITS, AND CLEAR SPACING BETWEEN THE EMBEDMENTS SHALL NOT BE LESS THAN 4 IN. 16.EMBEDMENTS PARALLEL TO THE CONSTRUCTION JOINTS SHALL NOT BE PLACED CLOSER THAN DEVELOPMENT LENGTH OF THE LARGER BAR CROSSING THE CONSTRUCTION JOINT. CROSSING OF THE CONDUITS SHALL NOT BE PERMITTED. 17.PIPES AND CONDUITS SHALL BE PLACED IN THE MIDDLE THIRD OF THE SLAB, FOUNDATION, AND WALL THICKNESS OR BEAM AND GIRDER SIDE DIMENSION. 18.SLEEVES SHALL BE PROVIDED FOR PLUMBING AND ELECTRICAL PENETRATIONS AND OPENINGS. ALUMINUM EMBEDMENTS SHALL BE COATED OR COVERED. NO CONTACT BETWEEN ALUMINUM AND CONCRETE OR ELECTROLYTIC ACTION BETWEEN ALUMINUM AND STEEL IS PERMITTED. 19.DO NOT DAMAGE REINFORCING STEEL. WHERE CONFLICT OCCURS BETWEEN REINFORCING STEEL AND EMBEDMENTS OR SLEEVES LAYOUT, REPOSITION THE SLEEVES OR REINFORCING STEEL. UNLESS APPROVED BY STRUCTURAL ENGINEER, CORING IS NOT PERMITTED. 20.CONCRETE SHALL BE PLACED IN ACCORDANCE WITH ACI 304. PROPERLY SECURE ALL REINFORCING STEEL, EMBEDMENT PARTS, PIPES, CONDUITS, ANCHORS, AND OTHER CONCRETE EMBEDMENTS IN POSITION, PRIOR TO PLACING CONCRETE. REMOVE DEBRIS AND CLEAN REINFORCING STEELS AND FORM PRIOR TO PLACING CONCRETE. 21.KEYED CONSTRUCTION JOIST SHALL BE PROVIDED AS SHOWN ON THESE DRAWINGS. 22.FORMWORK DESIGN, CONSTRUCTION, AND REMOVAL SHALL BE IN ACCORDANCE WITH ACI 347 AND ACI 347.2R. CONSTRUCTION LOADS MAY BE GREATER THAN THE SPECIFIED STRUCTURAL LIVE LOADS. 23.GROUT SHALL BE NON-METALLIC, NON-SHRINK AND SHALL ATTAIN A 28-DAY COMPRESSIVE STRENGTH OF AT LEAST TWICE THE STRENGTH OF THE CONCRETE BEARING ON, BUT NOT LESS THAN 7,000 PSI. GROUT SHALL NOT CONTAIN CHLORIDES. UNLESS APPROVED BY STRUCTURAL ENGINEER, GROUT THICKNESS SHALL NOT BE LESS THAN 1 IN. INFORM STRUCTURAL ENGINEER FOR WRITTEN APPROVAL WHERE GROUT WITH MORE THAN 1 1/2 IN. THICKNESS IS REQUIRED. 24.WHERE LEAN CONCRETE IS SPECIFIED ON THE DRAWINGS, LEAN CONCRETE SHALL CONTAIN A MINIMUM OF 2 SACKS OF CEMENT PER CUBIC YARD ON CONCRETE. 25.ALUMINUM OR ALUMINUM ALLOY PIPES SHALL NOT BE USED FOR PUMPING AND DELIVERING FRESH CONCRETE. 26.UNLESS NOTED OTHERWISE BY STRUCTURAL ENGINEER OR CONTRACT DOCUMENTS, AT LEAST TWO 6X12 IN. OR THREE 4X8 IN. CONCRETE SAMPLES SHALL BE MOLDED, FIELD-CURED, AND TESTED IN ACCORDANCE WITH ASTM C31 AND ASTM C39. 27.CONCRETING IN HOT WEATHER AND COLD WEATHER SHALL BE IN ACCORDANCE WITH ACI 305.1 AND ACI 306.1 AND ACI 301. ACI 301 SHALL BE CONSIDERED AS GOVERNING DOCUMENT UNLESS NOTE OTHERWISE ON THE CONTRACT SPECIFICATIONS OR DOCUMENTS. 28.IF ANCHOR BOLTS ARE PLACED IN THE TOP OF A COLUMNS PILE OR PEDESTAL, THE BOLTS SHALL BE ENCLOSED BY TRANSVERSE REINFORCEMENT THAT ALSO SURROUNDS AT LEAST FOUR LONGITUDINAL BARS WITHIN THE PILE OR PEDESTAL. THE TRANSVERSE REINFORCEMENT SHALL BE DISTRIBUTED WITHIN THE TOP 5 IN. OF THE COLUMN OR PEDESTAL AND SHALL CONSIST OF AT LEAST TWO NO. 4 OR THREE NO. 3 BARS. 29.THE TESTING AGENCY PERFORMING ACCEPTANCE TESTING SHALL COMPLY WITH ASTM C1077. 1.REINFORCING STEEL SHALL BE PLACED IN ACCORDANCE TO AMERICAN CONCRETE INSTITUTE ACI 301 “SPECIFICATIONS FOR STRUCTURAL CONCRETE” AND CONCRETE REINFORCING STEEL INSTITUTE (CRSI) “MANUAL OF STANDARD PRACTICE.” 2.REINFORCING STEEL FOR FOUNDATIONS, SLABS ON GRADE, AND ELEVATED SLABS SHALL CONFORM TO ASTM A615/A615M, GRADE 60, UNLESS NOTED OTHERWISE. BARS TO BE WELDED SHALL CONFORM TO LOW ALLOY ASTM A706/A706M, GRADE 60. 3.WELDED WIRE REINFORCEMENT (WWR) SHALL CONFORM TO ASTM A1064/A1064M. SPLICE LENGTH FOR WELDED WIRE REINFORCEMENT SHALL BE AT LEAST 8 INCHES, MEASURED BETWEEN OUTERMOST CROSS WIRE OF EACH REINFORCEMENT SHEET. 4.ALL REINFORCING STEEL SHALL BE SPLICED AS SPECIFIED ON THESE DRAWINGS. IF NO LOCATION IS SPECIFIED, LOCATE SPLICES IN AREAS OF MINIMUM STRESS. SPLICE LENGTHS SHALL NOT BE LESS THAN THE LENGTHS INDICATED ON THESE DRAWINGS. 5.MINIMUM CONCRETE COVER AND CLEARANCES BETWEEN REINFORCING STEEL BARS SHALL BE SATISFIED AT ALL LOCATIONS INCLUDING SPLICES. THE CLEARANCE BETWEEN THE REINFORCING STEEL BARS SHALL NOT BE LESS THAT THE GREATER VALUE OF ONE BAR DIAMETER, ONE INCH, AND 4/3 TIMES THE MAXIMUM SIZE OF THE AGGREGATE. AT COLUMNS AND BEAM, PROVIDE 1 1/2 INCHES OR 1.5 TIMES THE LARGEST LONGITUDINAL BAR DIAMETER, WHICHEVER IS GREATER. FOR CONSIDERING THE COVER AND CLEAR DISTANCE IN BUNDLED BARS, TOTAL AREA OF BUNDLE SHALL BE CONSIDERED FOR CALCULATING EQUIVALENT BAR DIAMETER. 6.CONCRETE COVERAGE FOR REINFORCING STEEL PLACED IN CAST-IN-PLACE CONCRETE SHALL BE AS TABLE CONCOV-1. 7.IF SPACERS AND CHAIRS ARE RESTING ON EXPOSED CONCRETE SURFACES, THEY SHALL BE PASTIC COATED OR USE PLASTIC. 8.ELECTRODES UTILIZED IN WELDING OF REINFORCING STEEL, SHALL BE LOW HYDROGEN ELECTRODE AS SPECIFIED IN AMERICAN WELD SOCIETY AWS D1.4 “STRUCTURAL WELDING CODE - REINFORCING STEEL.” 9.ALL REINFORCING STEEL SHALL BE BENT COLD AND PRIOR TO PLACING THE BARS. RE-BENDING OF PREVIOUSLY BENT REINFORCING STEEL IS NOT PERMITTED. BENDING OF REINFORCEMENT IN PREVIOUSLY CAST CONCRETE IS NOT PERMITTED. OFFSET BARS SHALL BE BENT PRIOR TO PLACEMENT IN THE FORMS. HOOKING AND WALKING-IN ARE NOT PERMITTED. 10.FIRMLY SECURE ALL REINFORCING STEEL BARS AND WELDED WIRE REINFORCING WHILE PLACING CONCRETE. WHERE REQUIRED, ADDITIONAL CHAIRS, CONCRETE BLOCKS, STEEL BARS, BOLSTERS, OR OTHER APPROVED MEANS AND METHODS SHALL BE PROVIDED BY THE CONTRACTOR TO FURNISH ALL REQUIRED SUPPORTS FOR ALL REINFORCING. 11.PRIOR TO FINAL INSPECTION, CLEARLY MARK ALL REINFORCING STEEL SO THEIR IDENTIFICATION CAN BE PROPERLY MADE AT THE TIME OF INSPECTION. TABLE BAR-1. BAR DEVELOPMENT, SPLICE AND HOOK BAR SIZE NO. YIELD STRENGTH OF STEEL 60,000 PSI (420 MPA) SPLICE LENGTH OR TENSION DEVELOPMENT LENGTH (IN.) LAP SPLICE LENGTH-TENSION 4 30 5 38 6 45 TENSION DEVELOPMENT LENGTH FOR STRAIGHT BAR 4 23 5 28 6 34 TENSION DEVELOPMENT LENGTH FOR: A. 90° AND 180° STANDARD HOOKS WITH NOT LESS THAN 2 1/2" OF SIDE COVER PERPENDICULAR TO PLANE OF HOOK. B. 90° STANDARD HOOKS WITH NOT LESS THAN 2" OF COVER ON THE BAR EXTENSION BEYOND THE HOOK. 4 9 5 11 6 13 TENSION DEVELOPMENT LENGTH FOR BAR WITH 90° OR 180° STANDARD HOOK HAVING LESS COVER THAN REQUIRED IN ITEMS A AND B. 4 12 5 15 6 18 LAP SPLICE LENGTH db GA P S H A L L N O T E X C E E D TH E S M A L L E R O F 1 / 2 LA P L E N G T H A N D 6 " REINFORCEMENT AS REQD.CONCRETE NOTE: BARS ARE REPMITTED TO BE IN CONTACT WITH EACH OTHER DE V E L O P M E N T L E N G T H PE R T A B L E SURFACE OF CONCRETE OR SECTION FROM WHICH DEVELOPMENT LENGTH IS MEASURED CO V E R O N B A R E X T E N T I O N FO R 9 0 ° H O O K A SECTION A SIDE COVER FOR 90° AND 180° HOOK DEVELOPMENT LENGTH AND COVER FOR HOOKS AND BAR EXTENSION 90° HOOK db 12 d b EX T E N S I O N 6d b B E N D DI A . 180° HOOK db 6d b B E N D DI A . 2 1/2", BUT NOT LESS THAN 4db EXTENSION HOOKS FOR REINFORCEMENT IN WALLS AND FOUNDATIONS 90° HOOK db 12 d b EX T E N S I O N 4d b B E N D DI A . 135° HOOK db 4d b B E N D DI A . 6db EXTEN S I O N HOOKS FOR STIRRUPS IN LINTELS FIGURE STANDARD HOOKS TABLE CONCOV-1. CONCRETE COVERAGE LOCATION VALUE CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" CONCRETE EXPOSED TO EARTH OR WEATHER: NO. 6 THROUGH NO. 18 BARS NO. 5 BARS, W31 OR D31 WIRE, AND SMALLER 2" 1 1/2" CONCRETE NOT EXPOSED WEATHER OR IN CONTACT WITH GROUND: SLAB, WALL, JOIST: NO. 14 AND NO. 18 BARS NO. 11 BARS AND SMALLER (*) BEAMS AND COLUMNS: PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS SLAB-ON-GRADE 1 1/2" 1" 1 1/2" AT ONE-THIRD OF THE SLAB THICKNESS FROM THE TOP SIDE (*) CONCRETE COVER FOR THESE MEMBERS MAY NOT BE ADEQUATE FOR 2 HOURS OF FIRE RATING 1.ALL WOOD OR WOOD-BASED MATERIALS SHALL CONFORM TO THE FOLLOWING STANDARDS AND CODES: 1.1 STRUCTURAL SAWN LUMBER AND TIMBERS: ALL STRUCTURAL WOOD LUMBER AND TIMBERS SHALL BE DOUGLAS FIR-LARCH OR OTHER SPECIES PERMITTED BY THE PROJECT SPECIFICATIONS AND CONFORM TO THE GRADING RULES OF THE WWPA OR WCLIB, UNLESS OTHERWISE NOTED. LUMBER SHALL BE IDENTIFIED BY A GRADE STAMP ISSUED BY A GRADING OR INSPECTION AGENCY CERTIFIED BY THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) AND COMPLIANT WITH DOC PS 20-20. 1.2 PLYWOOD (STRUCTURAL): ALL STRUCTURAL PLYWOOD SHALL BE DOUGLAS FIR-LARCH OR AS OTHERWISE SPECIFIED, AND SHALL CONFORM TO THE REQUIREMENTS OF US DOC PS 1-19 (VOLUNTARY PRODUCT STANDARD PS 1-19: STRUCTURAL PLYWOOD) OR THE MOST RECENT EDITION. 1.3 ORIENTED STRAND BOARD (OSB) AND OTHER STRUCTURAL PANELS: ALL OTHER STRUCTURAL WOOD-BASED PANELS SHALL CONFORM TO US DOC PS 2-20 (PERFORMANCE STANDARD FOR WOOD-BASED STRUCTURAL-USE PANELS) OR THE MOST RECENT EDITION. 1.4 MACHINE-RATED OR MACHINE-EVALUATED LUMBER: ALL MACHINE STRESS-RATED (MSR) OR MACHINE-EVALUATED LUMBER (MEL), INCLUDING END-JOINTED AND EDGE-GLUED PRODUCTS, SHALL COMPLY WITH DOC PS 20-20 AND BE GRADED BY A CERTIFIED AGENCY. ALL IDENTIFICATION STAMPS MUST BE CLEARLY LEGIBLE AND TRACEABLE TO AN ALSC-ACCREDITED AGENCY. 1.5 ENGINEERED RIM BOARDS AND STRUCTURAL WOOD PRODUCTS: ALL ENGINEERED WOOD RIM BOARDS SHALL CONFORM TO ANSI/APA PRR 410-2021 OR A MORE CURRENT EDITION. OTHER ENGINEERED WOOD PRODUCTS (E.G., LVL, PSL, LSL, I-JOISTS) SHALL COMPLY WITH APPLICABLE ICC-ES EVALUATION REPORTS, ANSI STANDARDS, AND APA/EWS PERFORMANCE SPECIFICATIONS. 1.6 CODE COMPLIANCE: ALL WOOD MATERIALS AND ASSEMBLIES SHALL COMPLY WITH THE APPLICABLE PROVISIONS OF THE 2021 INTERNATIONAL BUILDING CODE (IBC) AND 2022 CALIFORNIA BUILDING CODE (CBC). DESIGN VALUES SHALL BE BASED ON THE NDS (NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION) 2021 EDITION, AS ADOPTED BY THE IBC/CBC. 2.UNLESS NOTED OTHERWISE, ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR-LARCH CONFORMING TO THE LATEST EDITION OF NDS FOR THE TABLE FL-1. 3.MEMBER SIZES SHOWN ARE NOMINAL UNLESS NOTED OTHERWISE. 4.ALL CONNECTORS AND FASTENERS SHALL COMPLY WITH THE APPLICABLE PROVISIONS AND TABLES OF SECTIONS 2304.10.2 THROUGH 2304.10.7 OF CBC 2022. 5.ALL WOOD AND WOOD BASED MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF AMERICAN WOOD PROTECTION ASSOCIATION (AWPA) U1 FOR THE USE CATEGORY OF THE COMPONENT. 6.ANY PRESERVATIVE-TREATED WOOD MEMBERS THAT ARE ALTERED, CUT, DRILLED OR NOTCHED ON THE FIELD, SHALL BE RETREADED AS SPECIFIED BY MANUFACTURER AND APPROVED BY LOCAL AUTHORITIES. IF NO WRITTEN RECOMMENDATIONS ARE PROVIDED, ALL DRILLED HOLES AND CUT ENDS NEED TO BE TREATED WITH A PRESERVATIVE, TO CONFORM AMERICAN WOOD PROTECTION ASSOCIATION (AWPA) STANDARD M4. 7.FASTENERS SHALL CONFORM TO THE REQUIREMENTS SPECIFIED ON THESE DRAWINGS. FASTENERS SHALL NOT BE PLACED CLOSER THAN THE SPECIFIED EDGE AND END DISTANCES. SPACING OF THE FASTENERS SHALL BE AS SPECIFIED. 8.FASTENERS HEAD SHALL BE DRIVEN FLUSH WITH THE SURFACES AND SHALL NOT FRACTURE OR DAMAGE THE LUMBER OR SHEATHING SURFACES. 9.PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIA. AND FULL DIA. FOR SMOOTH SHANK PORTION OF LAG BOLTS. THREADED CONNECTORS SUCH AS LAG SCREWS AND WOOD SCREWS SHALL BE INSTALLED BY TURNING WIDTH A WRENCH. HAMMER DRIVEN SCREWS SHALL NOT BE PERMITTED. 10.ALL BOLT HOLES, OTHER THAN LAG BOLT HOLES, SHALL BE DRILLED A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN BOLT DIAMETER. HOLES SHALL BE ACCURATELY ALIGNED IN THE MAIN MEMBERS AND SIDE PLATES. BOLTS SHALL NOT BE FORCIBLY DRIVEN. INSPECTOR SHALL VERIFY ALL HOLES AT JOB SITE 11.PROVIDE LATERAL SUPPORT FOR THE TOP OF INTERIOR NON-BEARING WALLS WHEN MANUFACTURED TRUSSES ARE USED. 12.ALL ROOF/FLOOR AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX. GALVANIZED NAILS SHALL BE HOT-DIPPED OR TUMBLED. NAIL GUNS USING "CLIPPED HEAD" OR SINKER NAILS ARE NOT ACCEPTABLE. 13.ROOF/FLOOR NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF PLYWOOD SHALL BE PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE TONGUE AND GROOVE OR BLOCKED PANEL EDGES. 14.STUCCO SHEAR WALLS SHALL UTILIZE FURRING, GALVANIZED NAILS (HAVING A MINIMUM 11 GA., 1-1/2" LONG, 7/16" DIAMETER HEAD, AND FURRED OUT A MIN OF 1/4") TO ATTACH THE LATH TO THE STUDS. (TABLE 2306.3(3)). 15.SHOP WELDS SHALL BE PERFORMED WITH LICENSED FABRICATORS. 16.STRUCTURAL WOOD SHEAR WALLS SHALL BE COVERED WITH MINIMUM TWO LAYERS GRADE D FELT UNDERLAY PRIOR TO PLACING FINISH MATERIAL. 17.HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE WASHERS. HOLD-DOWNS SHALL BE FINGER TIGHT AND 1/2 WRENCH TURN JUST PRIOR TO COVERING THE WALL FRAMING. CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE STEEL PLATE WASHERS ON THE POST ON THE OPPOSITE SIDE OF THE ANCHORAGE DEVICE. PLATE SIZE SHALL BE A MINIMUM OF 0.25 IN. BY 3 IN. BY 3 IN. 18.MAXIMUM MOISTURE CONTENT FOR FRAMING LUMBER INCLUDING PRESERVATIVE-TREATED WOOD SHALL NOT EXCEED 19% AT THE TIME OF PLYWOOD OR GYPBOARD COVERAGE INSTALLATION. 19.UNLESS NOTED OTHERWISE, FRAMING LUMBER USED FOR COMPLETELY NEW CONSTRUCTIONS SHELL BE STAMPED AS KILN-DRIED (KD), HEAT TREATED (KD-HT), SURFACE-DRY (S-DRY) LUMBER OR MC-15 LUMBER. (S-DRY) LUMBER SHALL NOT BE PERMITTED TO BE USED IN EXISTING CONSTRUCTION OR FOR THE NEW CONSTRUCTIONS THAT ARE ATTACHED TO EXISTING CONSTRUCTION. 20.TOP AND BOTTOM PLATES OF WALLS SHALL BE KLIN DRIED FOR BUILDINGS MORE THAN TWO STORIES. 21.PROVIDE DOUBLE JOISTS OR 4x BEAM GIRDERS UNDER PARALLEL PARTITIONS. STITCH NAIL THE DOUBLE SWAN JOISTS WITH 16D NAILS SPACED NOT MORE THAN THE LESSER OF JOISTS DEPTH AND 12 IN. NAILS SHALL BE STAGGERED AT THE TOP AND BOTTOM. 22.PROVIDE DOUBLE 2X OR 4X BLOCKING UNDER WALLS OR PARTITIONS PERPENDICULAR TO THE JOISTS. 23.UNO, ALL DISCONTINUOUS WALLS SHALL BE SUPPORTED ON BEAMS, DOUBLE JOISTS OR SOLID BLOCKING WITH THE WIDTH NOT LESS THAN THE WIDTH OF THE SUPPORTED WALL. 24.ALL WOOD BOLTS AND LAG SCREWS SHALL CONFORM TO REQUIREMENTS OF ANSI/ASME B18.2.1, WOOD SCREWS SHALL CONFORM TO THE REQUIREMENTS OF ANSI/ASME B18.6.1, AND NAILS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F1667. 25.ALL NAILS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F1667. UNLESS OTHERWISE NOTED ON THESE DRAWINGS, ALL NAILS SHALL BE COMMON WIRE NAILS, AND NUMBER OF CONNECTING NAILS AT EACH LOCATION SHALL NOT BE LESS THAN THE SPECIFIED NUMBERS ON THESE DRAWINGS. ALL NAILS THAT ARE EXPOSED TO WEATHER OR MOISTURE SHALL BE HOT-DIPPED GALVANIZED COMMON NAILS THAT CONFORMS TO ASTM A153 CLASS D. NAILS SHALL CONFORM TO THE REQUIREMENTS SPECIFIED IN TABLE FL-2. NAILS. 26.ALL HORIZONTAL JOINTS OCCURRING IN BRACED / SHEAR WALL PANELS SHALL OCCUR OVER BLOCKING EQUAL IN SIZE TO THE STUDDING. 27.ALL STEEL BOLT AND RODS SHALL CONFORM TO ASTM A307 OR ASTM F1554 GR. 36. ALL BOLT HOLES SIZES SHALL INSPECTED AND VERIFIED AT JOB SITE. 28. ALL BOLTS, NUTS, AND LAG SCREWS THAT BEAR ON WOOD MATERIALS SHALL HAVE STANDARD CUT WASHERS UNDER THE BOLT HEAD AND NUTS. NOT MORE THAN 24 HRS PRIOR TO COVERING THE BOLTS, ALL BOLTS SHALL BE RETIGHTENED. 29. PROVIDE FULL HEIGHT SOLID BLOCKING AT THE ENDS, ALL JOISTS, BEAMS AND RAFTERS SHALL NOT BE JOISTS, BEAMS AND RAFTERS. INTERMEDIATE FULL BLOCKING OF SHALL NOT BE SPACED MORE THAN 8 FT FROM THE ADJACENT BLOCK (8 FT OC MAX.) . 30. PROVIDE ONE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS AND RAFTERS WITH SPANS GREATER THAN 8 FT BUT LESS THAN 16 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED MID-SPAN OF THE JOIST. 31. PROVIDE TWO INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS AND RAFTERS WITH SPANS GREATER THAN 16 FT BUT LESS THAN 24 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED 1/3 OF THE SPAN FROM EACH END. 32. PROVIDE THREE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS AND RAFTERS WITH SPANS GREATER THAN 24 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED NOT MORE THAN 8 FT ALONG THE SPAN FROM EACH OTHER. 33. APPROVED METAL BRIDGING THAT HAVE CURRENT ICC ES EVALUATION MAY BE USED INSTEAD OF SOLID BLOCKING FOR FULL HEIGHT INTERMEDIATE SUPPORTS. 34. DO NOT SUSPEND CEILINGS, SOFFITS, SPRINKLERS, PIPING, MECHANICAL DUCTS, NOR ANY OTHER ELEMENT FROM 2X4 ROOF FRAMING UNLESS SPECIFICALLY DETAILED. 35. CUTTING, NOTCHING, AND BORING OF WOOD FRAMING MEMBERS SHALL BE IN ACCORDANCE WITH CBC SECTION 2308.5.9. AND AS SHOWN ON THESE DRAWINGS. 36. FIRE-RETARDANT-TREATED WOOD IS ANY WOOD PRODUCT THAT, WHEN IMPREGNATED WITH CHEMICALS BY A PRESSURE PROCESS OR OTHER MEANS DURING MANUFACTURE, SHALL HAVE, WHEN TESTED IN ACCORDANCE WITH ASTM E84 OR UL 723, A LISTED FLAME SPREAD INDEX OF 25 OR LESS AND SHOW NO EVIDENCE OF SIGNIFICANT PROGRESSIVE COMBUSTION WHEN THE TEST IS CONTINUED FOR AN ADDITIONAL 20-MINUTE PERIOD. ADDITIONALLY, THE FLAME FRONT SHALL NOT PROGRESS MORE THAN 10-1/2 FEET BEYOND THE CENTERLINE OF THE BURNERS AT ANY TIME DURING THE TEST. 37. SQUASH BLOCKS WITH THE SAME WIDTH SHALL BE PROVIDED UNDER ALL BEARING POINT LOADS FROM ABOVE TO THE TOP OF THE TOP PLATES BELOW AT FLOOR LEVELS. 38. LATERAL BRACING OF WEB MEMBERS IN TRUSSES SHALL BE END ON AN EXTERIOR SHEAR/BRACING WALL. 39. BLOCKING REQUIRED FOR LIGHT FEATURES, CABINETS, HANDRAILS, GUARDRAILS TOWEL BARS OR OTHER LIGHT ATTACHMENTS ARE NOT SHOWN ON THESE DRAWINGS AND SHALL BE PROVIDED BY GC AS REQUIRED BASED ON ARCHITECTURAL, AND MEP DRAWINGS. 40. FIREBLOCKS NOT SMALLER THAN 2 IN. NOMINAL SHALL BE PROVIDED TO CUT OFF ALL HORIZONTAL AND VERTICAL DRAFTS BETWEEN TWO STORIES AND ROOF ATTIC SPACES. FIREBLOCKS SHALL BE PROVIDED AT STUD WALLS AT FURRED SOFFITS, CEILING AND FLOOR LEVELS, . BETWEEN STAIR STRINGERS AT TOP AND BOTTOM OF RUN AND BETWEEN STUDS IN A WALL PARALLEL AND ADJOINING RUN OF STAIRS, AROUND TOP, BOTTOM, SIDES AND ENDS OF SLIDING POCKET DOOR. 41. FURRING SHALL BE PROVIDED TO ALIGN SHEAR WALLS WITH ALL OTHER WALLS. 42. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE 1 PROJECT CLIENT 0'2'4'8'16' SHEET TITLE 922 W PARK LN, SANTA ANA, CA 92706 KAWEHI HOLOMALIA, KEKANI112299@YAHOO.COM FOR FIELD VERIFICATION AND CITY PERMIT ONLY SAZAN INC. 77 Waldorf, Irvine, CA 92612 S0.01 CONSTRUCTION NOTES 09/24/2025 EXP. 06-30-2026 APPEARANCE GRADE WITH MOISTURE CONTENT BETWEEN 7-14 PERCENT. 5.ALL FABRICATIONS SHALL BE IN ACCORDANCE WITH AITC A190 AND PERFORMED WITH A CERTIFIED FABRICATOR AS PER AITC. 6.GLUED-LAMINATED TIMBERS SHALL HAVE INSPECTION CERTIFICATE AT NO COST TO THE OWNER, OR ENGINEER. A COPY OF THE INSPECTION CERTIFICATE SHALL BE SUBMITTED TO THE BUILDING OFFICIALS, AEOR AND SEOR. 7.UNLESS NOTED OTHERWISE, GLUE LAMINATED TIMERS SHALL NOT HAVE ANY CAMBERS. 8.ENGINEERED STRUCTURAL MEMBERS SHALL NOT BE NOTCHED, DRILLED, OR ALTERED EXCEPT AS PERMITTED BY THE MANUFACTURER'S WRITTEN RECOMMENDATIONS AND AS SPECIFICALLY SHOWN ON THESE DRAWINGS, WHICHEVER IS MORE STRICTER. TABLE FL-2. NAIL PROPERTIES SCHEDULE DESIGNATION LENGTH (IN.)WIRE DIAMETER (IN.)HEAD DIAMETER (IN.) 6d 2 0.113 0.266 8d 2-1/2 0.131 0.281 10d 3 0.148 0.312 12d 3-1/4 0.148 0.312 16d 3-1/2 0.162 0.344 20d 4 0.192 0.406 30d 4-1/2 0.207 0.438 40d 5 0.225 0.469 50d 5-1/2 0.244 0.5 60d 6 0.263 0.531 TABLE FL-3. STRUCTURAL GLUED-LAMINATED TIMBERS AND STRUCTURAL COMPOSITE LUMBER MEMBER Fb (PSI)Fv (PSI)E (x106 PSI) PSL (2.2E)PARALLAM 2900 290 2.2 LVL (2.0E)MICROLLAM LVL 2900 285 2.0 GLB 24F-V4 DF/DF GLB 2400 265 1.8 LSL TIMBERSTRAND 2325 310 1.55 TABLE FL-1. REQUIRED GRADE FOR STRUCTURAL WOOD MEMBERS: ALL STRUCTURAL WOOD MEMBERS SHALL BE DOUGLAS FIR-LARCH CONFORMING TO THE REQUIREMENTS OF WWPA OR WCLIB UNLESSE NOTE OTHERWISE ON THESE DRAWINGS JOIST 2x8 & LARGER NO.2 OR BETTER 3x NO.1 STUD 2x4 NO.2 OR BETTER 2x6 NO.2 OR BETTER PLATE 2x OR 3X NO.2 OR BETTER POST 4x10 & SMALLER NO.2 4x12 & LARGER NO.1 6x & 8x NO.1 BEAM & STRINGERS & HDR 4x10 & SMALLER NO.2 4x12 & LARGER NO.1 6x & 8x NO.1 1.STRUCTURAL OBSERVATION IS REQUIRED FOR THIS PROJECT IN ACCORDANCE WITH SECTION 1704.6 OF THE CBC 2022. STRUCTURAL OBSERVATION IS THE VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM BY A LICENSED DESIGN PROFESSIONAL FOR GENERAL CONFORMANCE TO THE APPROVED CONSTRUCTION DOCUMENTS. 2.STRUCTURAL OBSERVATIONS DO NOT CONSTITUTE QUALITY CONTROL, DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE, AND SHALL NOT BE CONSIDERED AS SUPERVISION OF CONSTRUCTION. 3.THE OWNER OR QWNER'S REPRESENTATIVE SHALL COORDINATE AND CALL FOR A MEETING BETWEEN THE ENGINEER OR ARCHITECT RESPONSIBLE FOR THE STRUCTURAL DESIGN, STRUCTURAL OBSERVER, CONTRACTOR, AFFECTED SUBCONTRACTORS AND DEPUTY INSPECTORS. THE PURPOSE OF THE MEETING SHALL BE TO IDENTIFY THE MAJOR STRUCTURAL ELEMENTS AND CONNECTIONS THAT AFFECT THE VERTICAL AND LATERAL LOAD SYSTEMS OF THE STRUCTURE AND TO REVIEW SCHEDULING OF THE REQUIRED OBSERVATIONS. 4.STRUCTURAL OBSERVATION DOES NOT WAIVE THE RESPONSIBILITY FOR THE REQUIRED INSPECTIONS BY THE CITY OF SANTA ANA. 5.THE OWNER SHALL EMPLOY A LICENSED DESIGN PROFESSIONAL TO PERFORM STRUCTURAL OBSERVATION SITE VISITS, AND TO ISSUE ALL STRUCTURAL OBSERVATION REPORTS. 6.THE STRUCTURAL OBSERVER SHALL PREPARE A STRUCTURAL OBSERVATION REPORT FOR EACH STAGE OF CONSTRUCTION OBSERVED. THE CITY OF SANTA ANA STRUCTURAL OBSERVATION REPORT” FORM, OR A SIMILARLY FORMATTED REPORT, SHALL BE USED FOR ALL STRUCTURAL OBSERVATION REPORT. 7.IF THE CITY’S FORM IS NOT USED, REPORTS SHALL BE ON STRUCTURAL OBSERVER’S LETTERHEAD, STATE SITE ADDRESS, PLAN CHECK & PERMIT NUMBERS, STAGES & ELEMENTS OBSERVED, DATE OBSERVED, & COMPLETE CONTACT INFORMATION FOR STRUCTURAL OBSERVER. 8.ALL STRUCTURAL OBSERVATION REPORTS, REGARDLESS OF FORM USED, SHALL INCLUDE THE LICENSE STAMP & SIGNATURE OF THE STRUCTURAL OBSERVER RESPONSIBLE FOR THE PROJECT. 9.EACH STRUCTURAL OBSERVATION REPORT SHALL BE GIVEN TO THE OWNER OR OWNER’S REPRESENTATIVE, PROJECT CONTRACTOR, AND THE BUILDING INSPECTOR. 10.THE CONTRACTOR SHALL RESOLVE ALL DEFICIENCIES & THE FINAL STRUCTURAL OBSERVATION REPORT ISSUED PRIOR TO FINAL INSPECTION OR ACCEPTANCE OF STRUCTURAL WORK BY THE BUILDING INSPECTOR. 11.THE LICENSED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE SHALL PREPARE ALL CONSTRUCTION DOCUMENT CHANGES RELATING TO THE STRUCTURAL SYSTEMS. REVIEW & APPROVAL OF SUCH CHANGES BY THE CHIEF BUILDING OFFICIAL, OR DESIGNEE, SHALL BE OBTAIN BY THE DESIGN PROFESSIONAL AND/OR CONTRACTOR PRIOR TO INSTALLATION AND/OR CONSTRUCTION OF SAID CHANGES. 1.AN APPROVED AGENCY, RETAINED BY OWNER AND SATISFACTORY TO STRUCTURAL ENGINEER AND GOVERNING CODE AUTHORITIES, SHALL PERFORM SPECIAL INSPECTIONS AND TESTS REQUIRED BY THE CONTRACT AND APPLICABLE CODE. THESE SPECIAL INSPECTIONS AND TESTS ARE IN ADDITION TO THE INSPECTIONS REQUIRED BY CBC SECTION 110 “INSPECTIONS”. 2.APPROVED AGENCY SHALL KEEP RECORDS OF ALL SPECIAL INSPECTIONS AND TESTS AND SHALL FURNISH REPORTS OF SPECIAL INSPECTIONS AND TESTS TO THE GOVERNING CODE AUTHORITY AND THE STRUCTURAL ENGINEER. REPORTS SHALL INDICATE WHETHER THE WORK INSPECTED OR TESTED WAS OR WAS NOT COMPLETED IN CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE GOVERNING CODE AUTHORITY AND THE STRUCTURAL ENGINEER PRIOR TO THE COMPLETION OF THAT PHASE OF WORK. A FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND TESTS, AND CORRECTION OF DISCREPANCIES, SHALL BE SUBMITTED UPON COMPLETION OF THAT PHASE OF WORK. 3.WHERE FABRICATION OF STRUCTURAL, LOAD-BEARING OR LATERAL LOAD-RESISTING MEMBERS OR ASSEMBLIES IS BEING CONDUCTED ON THE PREMISES OF A FABRICATOR’S SHOP, SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL BE PERFORMED DURING FABRICATION. SPECIAL INSPECTIONS DURING FABRICATION ARE NOT REQUIRED WHERE WORK IS DONE ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED BY THE GOVERNING CODE AUTHORITY TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. FABRICATOR APPROVAL SHALL BE IN ACCORDANCE TO CBC SECTION 1704.2.5.1. ACCORDING TO 1704A.2.5.1 FABRICATOR APPROVAL IS NOT PERMITTED BY DSA-SS, DSA-SS/CC, OR OSHPD. 4.EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF A MAIN WIND OR SEISMIC FORCE RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM, OR A WIND OR SEISMIC FORCE-RESISTING COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTION SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE GOVERNING CODE AUTHORITY AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR’S STATEMENT OF RESPONSIBILITY SHALL CONTAIN ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS OF INSPECTION. 5.CONTRACTOR SHALL SUBMIT MATERIAL CERTIFICATION OR LABORATORY TEST REPORTS CERTIFYING MATERIALS ARE OF IDENTIFIABLE TESTED STOCK, COMPLYING WITH PROJECT SPECIFICATIONS, TO OWNER, APPROVED AGENCY, STRUCTURAL ENGINEER AND, UPON REQUEST, TO GOVERNING CODE AUTHORITY. IF LABORATORY TEST REPORTS CANNOT BE MADE AVAILABLE, APPROVED AGENCY WILL PERFORM TESTS AS DIRECTED BY STRUCTURAL ENGINEER. CONTRACTOR SHALL PAY FOR COSTS RELATED TO TESTS AND INSPECTIONS OF UNIDENTIFIABLE MATERIALS, MATERIALS FURNISHED WITHOUT LABORATORY TEST REPORTS, MATERIALS FOUND DEFICIENT AFTER INITIAL TESTS AND INSPECTIONS, AND/OR MATERIALS REPLACING DEFICIENT MATERIALS. 6.APPROVED AGENCY SHALL SUBMIT MATERIAL TEST REPORTS INDICATING WHETHER TESTED MATERIALS ARE IN COMPLIANCE OR NONCOMPLIANCE WITH CONTRACT DOCUMENTS TO OWNER, CONTRACTOR, STRUCTURAL ENGINEER AND, UPON REQUEST, TO GOVERNING CODE AUTHORITY. 7.APPROVED AGENCY SHALL PERFORM SPECIAL INSPECTIONS IN ACCORDANCE WITH CBC SECTION 1705, SECTION 1705A “REQUIRED SPECIAL INSPECTIONS AND TESTS” AND WITH THESE DRAWINGS FOR THE FOLLOWING WORK. SEE PROJECT SPECIFICATIONS FOR ADDITIONAL TEST AND INSPECTION REQUIREMENTS. 7.1.SOILS: SPECIAL INSPECTIONS AND TESTS OF EXISTING SITE SOIL CONDITIONS, FILL PLACEMENT AND LOAD-BEARING REQUIREMENTS SHALL BE PERFORMED IN ACCORDANCE WITH TABLE 1. THE APPROVED GEOTECHNICAL REPORT AND THE CONSTRUCTION DOCUMENTS SHALL BE USED TO DETERMINE COMPLIANCE. 7.1.1.DURING FILL PLACEMENT THE APPROVED AGENCY SHALL VERIFY THAT PROPER MATERIALS AND PROCEDURES ARE USED IN ACCORDANCE WITH THE PROVISIONS OF THE APPROVED GEOTECHNICAL REPORT. 8.APPROVED AGENCY SHALL PERFORM SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE IN ACCORDANCE WITH CBC SECTION 1705.12 FOR THE FOLLOWING WORK. 8.1.STRUCTURAL WOOD: CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING FIELD GLUING OPERATIONS OF ELEMENTS OF THE SFRS. 8.1.1.PERIODIC INSPECTION IS REQUIRED FOR NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF ELEMENTS OF THE SFRS, INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG-STRUTS, BRACES, SHEAR PANELS AND HOLD-DOWNS. 8.1.2.SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING AND OTHER FASTENING TO OTHER COMPONENTS OF THE SFRS, WHERE FASTENER SPACING IS OF THE SHEATHING AT EDGES OR BOUNDARIES IS 4 IN. OR LESS. 8.2.SPECIAL INSPECTIONS ARE NOT REQUIRED FOR COLD-FORMED STEEL LIGHT-FRAME SHEAR WALLS AND DIAPHRAGMS, INCLUDING SCREW INSTALLATION, BOLTING, ANCHORING AND OTHER FASTENING TO COMPONENTS OF THE SEISMIC FORCE-RESISTING SYSTEM, WHERE EITHER OF THE FOLLOWING APPLIES: 8.2.1.THE SHEATHING IS GYPSUM BOARD OR FIBERBOARD. 8.2.2.THE SHEATHING IS WOOD STRUCTURAL PANEL OR STEEL SHEETS ON ONLY ONE SIDE OF THE SHEAR WALL, SHEAR PANEL OR DIAPHRAGM ASSEMBLY AND THE FASTENER SPACINGS AT THE EDGES ARE 4 IN. OR LESS. 8.3.ARCHITECTURAL COMPONENTS: PERIODIC SPECIAL INSPECTION IS REQUIRED FOR THE ERECTION AND FASTENING OF EXTERIOR CLADDING, INTERIOR AND EXTERIOR NONBEARING WALLS AND INTERIOR AND EXTERIOR VENEER. 8.3.1.PERIODIC SPECIAL INSPECTION IS NOT REQUIRED FOR THE FOLLOWING: 8.3.2.EXTERIOR CLADDING, INTERIOR AND EXTERIOR NONBEARING WALLS AND INTERIOR AND EXTERIOR VENEER 30 FEET OR LESS IN HEIGHT ABOVE GRADE OR WALKING SURFACE. 8.3.3.EXTERIOR CLADDING AND INTERIOR AND EXTERIOR VENEER WEIGHING 5 PSF OR LESS. 8.3.4.INTERIOR NONBEARING WALLS WEIGHING 15 PSF OR LESS. 9.CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD WELDING, POST-INSTALLED ADHESIVE ANCHORS INSTALLED HORIZONTALLY OR UPWARDLY INCLINED TO RESIST SUSTAINED TENSION LOADS, SHOTCRETE PLACEMENT, CONCRETE STRENGTH f'c > 2500psi, SPRAYED-ON FIREPROOFING, ENGINEERED MASONRY, HIGH-LIFT GROUTING, HIGH LOAD DIAPHRAGMS, SPECIAL MOMENT-RESISTING CONCRETE FRAMES, AND HELICAL PILE FOUNDATION. 10.SPECIAL INSPECTORS OR INSPECTION AGENCIES SHALL SUBMIT A SIGNED FINAL REPORT TO THE BUILDING DIVISION STATING THAT ALL ITEMS REQUIRING SPECIAL INSPECTION AND TESTING WERE FULFILLED AND REPORTED AND, TO THE BEST OF THEIR KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED DESIGN DRAWINGS, SPECIFICATIONS, APPROVED CHANGE ORDERS AND THE APPLICABLE PROVISIONS OF THE CBC ITEMS NOT IN CONFORMANCE, UNRESOLVED ITEMS OR ANY DISCREPANCIES IN INSPECTION COVERAGE (I.E. MISSED INSPECTIONS, PERIODIC INSPECTIONS WHEN CONTINUOUS WAS REQUIRED, ETC.) SHOULD BE SPECIFICALLY ITEMIZED IN THIS REPORT. ALTERNATE FORMS MAY BE APPROVED BY THE BUILDING OFFICIALS. THE FINAL REPORT SHALL BE SUBMITTED AT THE SITE WITHIN SEVEN (7) DAYS OF COMPLETION OF THE JOB. 11.EMPLOYMENT OF SPECIAL INSPECTION IS THE DIRECT RESPONSIBILITY OF THE OWNER, OR THE ENGINEER/ARCHITECT OF RECORD ACTING AS THE OWNER'S REPRESENTATIVE. SPECIAL INSPECTOR SHALL BE ONE OF THOSE AS PRESCRIBED IN SEC. 1704. GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT PLASTER (STUCCO) NOTES LATHING AND FURRING FOR CEMENT PLASTER EXTERIOR PLASTER GYPSUM BOARD STRUCTURAL OBSERVATION SPECIAL INSPECTION WALL STUD TO STUD (NOT AT BRACED WALL PANELS)16d COMMON 24” O.C. FACE NAIL STUD TO STUD AND ABUTTING STUDS AT INTERSECTING WALL CORNERS (AT BRACED WALL PANELS)16d COMMON 16” O.C. FACE NAIL BUILT-UP HEADER 16d COMMON 16” O.C. EACH EDGE, FACE NAIL CONTINUOUS HEADER TO STUD 4-8d COMMON TOENAIL TOP PLATE TO TOP PLATE 16d COMMON 16” O.C. FACE NAIL TOP PLATE TO TOP PLATE, AT END JOINTS 8-16d COMMON EACH SIDE OF END JOINT, FACE NAIL (MIN 24” LAP SPLICE LENGTH EACH SIDE OF END JOINT) BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR BLOCKING (NOT AT BRACED WALL PANELS)16d COMMON 16” O.C. FACE NAIL BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR BLOCKING AT BRACED WALL PANELS 2-16d COMMON 16” O.C. FACE NAIL STUD TO TOP OR BOTTOM PLATE 4-8d COMMON TOENAIL TOP OR BOTTOM PLATE TO STUD 2-16d COMMON END NAIL TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS 2-16d COMMON FACE NAIL 1” BRACE TO EACH STUD AND PLATE 2-8d COMMON FACE NAIL 1”X6” SHEATHING TO EACH BEARING 2-8d COMMON FACE NAIL 1”8” AND WIDER SHEATHING TO EACH BEARING 3-8d COMMON FACE NAIL FLOOR JOIST TO SILL, TOP PLATE, OR GIRDER 3-8d COMMON TOENAIL RIM JOIST, BAND JOIST, OR BLOCKING TO TOP PLATE, SILL OR OTHER FRAMING BELOW 8d COMMON 6” O.C., TOENAIL 1”X6” SUBFLOOR OR LESS TO EACH JOIST 2-8d COMMON FACE NAIL 2” SUBFLOOR TO JOIST OR GIRDER 2-16d COMMON FACE NAIL 2” PLANK 2-16d COMMON EACH BEARING, FACE NAIL BUILT UP GIRDERS AND BEAMS, 2” LUMBER LAYERS 20d COMMON 32” O.C. FACE NAIL AT TOP AND BOTTOM STAGGERED ON OPPOSITE SIDES 2-20d COMMON ENDS AND AT EACH SPLICE, FACE NAIL LEDGER STRIP SUPPORTING JOISTS OR RAFTERS 3-16d COMMON EACH JOIST OR RAFTER, FACE NAIL JOIST TO BAND JOIST OR RIM JOIST 3-16d COMMON END NAIL BRIDGING OR BLOCKING TO JOIST, RAFTER OR TRUSS 2-8d COMMON EACH END, TOENAIL 2022 CBC TABLE 2304.10.2 - FASTENING SCHEDULE DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND LOCATION ROOF BLOCKING BETWEEN CEILING JOISTS, RAFTERS OR TRUSSES TO TOP PLATE OR OTHER FRAMING BELOW 3 - 8d COMMON TOENAIL EACH END BLOCKING BETWEEN RAFTERS OR TRUSS NOT AT THE WALL TOP PLATE, TO RAFTER OR TRUSS 2 - 8d COMMON TOENAIL EACH END 2-16d COMMON END NAIL FLAT BLOCKING TO TRUSS AND WEB FILLER 16d COMMON @6"O.C.FACE NAIL CEILING JOISTS TO TOP PLATE 3-8d COMMON TOENAIL EACH JOIST CEILING JOIST NOT ATTACHED TO PARALLEL RAFTER, LAPS OVER PARTITIONS (NO THRUST) (TABLE AND SECTION2308.7.3.1) 3-16d COMMON FACE NAIL CEILING JOISTS ATTACHED TO PARALLEL RAFTER (HEEL JOINT) (TABLE AND SECTION2308.7.3.1)7-16d COMMON FACE NAIL COLLAR TIE TO RAFTER 3-10d COMMON FACE NAIL RAFTER OR ROOF TRUSS TO TOP PLATE (TABLE AND SECTION 2308.7.5)3-10d COMMON TOENAIL (C) ROOF RAFTERS TO RIDGE VALLEY OR HIP RAFTERS; OR ROOF RAFTER TO 2” RIDGE BEAM 2-16d COMMON END NAIL 3-10d COMMON TOENAIL POST-INSTALLED ANCHORS/DOWELS NOTES Structural Observation Program Designation of Structural Observation PROJECT ADDRESS: _________________________________________ PERMIT APPL. NO.__________ Description of Work: ____________________________________________________________________ Owner: _______________________ Architect: ________________________ Engineer: _______________ STRUCTURAL OBSERVATION (Only checked items are required) Firm or individual to be responsible for the Structural Observation: Name:Phone: ( FOUNDATION Footing, Stem Walls, Piers Mat Foundation Caisson, Piles, Grade Beams Stepp’g/Retaining Foundation, Hillside Special Anchors WALL Concrete Masonry Wood Others: The structure is classified as Occupancy Category III or IV. The Height of the structure is greater then 75 feet (22,860 mm) above the base. The structure is assigned to Seismic Design Category E, is classified as Occupancy Category I or II. DECLARATION BY OWNER I, the Owner of the project, declare that the above listed firm or individual is hired by me to be the Structural Observer. )Calif. Registration: FRAME Steel Moment Frame Steel Braced Frame DIAPHRAGM Concrete Steel Deck Concrete Moment Frame Masonry Wall Frame Others: Signature ______________________________Date _________________ Declaration by Engineer or Architect of Record (required if different from the listed Structural Observer) I, the Engineer or Architect of record for the project, declare that the above listed firm or individual is designated by me to be responsible for the Structural Observation. Signature ______________________________ 300 N. Flower Street, Santa Ana, CA 92703 P.O. Box 4048, Santa Ana, CA 92702-4048 Revised 02/2017 Date __________________ www.ocpublicworks.com P: 714.667.8888 I F: 714.667.7575 ocpCustomerCare@ocpw.ocgov.com Wood 922 W PARK LN, SANTA ANA, CA 92706 554 SF ADDITION CONSISTING OF KITCHEN, BATHROOMS, AND LAUNDRY REMODEL PER ARCH. DWG. KAWEHI HOLOMALIA Special Inspection Program and Designation of Special Inspectors 601 N. Ross Street, Santa Ana, CA 92701 P.O. Box 4048, Santa Ana, CA 92702-4048 www.ocpublicworks.com 714.667.8888 | myOCeServices.ocgov.com □ Concrete (Design Mix, Form Work, Placement, etc*) □ Erection of Pre-Cast Concrete Members □ Bolts Installed in Concrete □ Reinforcing Steel and Pre-Stressing Steel Tendons □ StructuralWelding/Rebar Welding □ High-Strength Bolting/Material Verification □ Steel Frame Joint Details □ All Masonry Construction □ Sprayed Fire-Resistive Materials □ Shotcrete (Curing Temperature, Design Mix, Placement, Strength etc. per table 1705.3) □ Soils (Excavation, Fill, etc. per table 1705.6) □ Smoke-Control System □ Driven Piles per Table 1705.7 □ Cast in Place Piers per Table 1705.8 □ Mastic and Intumescent Fire-Resistant Coatings □ Exterior Insulation and Finish Systems (EIFS) □Wood for High-Load Diaphragms □ Others: Shear Wall For SW2 and Above □ Others □ Others □ Others SPECIAL INSPECTIONS (Only checked items are required) INSPECTION ITEMS SPECIAL INSPECTORS(S) NAME,PHONE NUMBER,REGISTRATION# DECLARATION BY OWNER OR ARCHITECT/ENGINEER OF RECORD: I, the □ Owner □ Engineer or □ Architect of record,declare that the above listed Special Inspector(s) is/are hired by me. Print Name Signature Date *NO SPECIAL INSPECTION REQUIRED IF CONCRETE TRUCK MIX TICKET IS PROVIDED. 1. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. THE CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL POSITIVELY LOCATE THE POSITION OF THE REINFORCING STEEL AT THE LOCATIONS OF THE CONCRETE ANCHORS BY GPR, X-RAY OR OTHER MEANS. USE ONLY NON-REBAR CUTTING DRILL BITS TO DRILL HOLES IN CONCRETE AND CONCRETE MASONRY UNITS. DO NOT DAMAGE EXISTING REINFORCING STEEL. 2. THE CONTRACTOR SHALL REVIEW THE AVAILABLE INFORMATION AND DOCUMENTS FOR EXISTING STRUCTURE AND SHALL POSITIVELY LOCATE THE POSITION OF THE EXISTING ELECTRICAL OUTLETS, CONDUITS OR OTHER MEP SYSTEMS THAT ARE EMBEDDED IN SUBSTRATE. DO NOT DRILL HOLES WITHIN 4 IN. OF EXISTING ELECTRICAL OR MECHANICAL COMPONENTS. 3. APPROVED NONSHRINK GROUT SHALL BE USED TO REPAIR OR FILL EXISTING CONCRETE THAT IS DAMAGED AND/OR ABANDONED DRILLED HOLES. PROMPTLY INFORM THE ARCHITECT AND STRUCTURAL ENGINEER IN WRITING, PRIOR TO IMPLEMENTING REPAIRS. 4. ADHESIVE ANCHORS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ACI 355.4 AND ICC-ES AC308 FOR CRACKED AND UNCRACKED CONCRETE. 5. ADHESIVE ANCHORS FOR STRUCTURAL CONCRETE SHALL BE HILTI HIT RE 500 V3 (ICC-ESR-3814) OR SIMPSON SET 3G (ICC-ESR-4057) AND FOR GROUT-FILLED MASONRY SHALL BE SIMPSON SET XP (ER-265). 6. ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS. HOLES SHALL BE DRY AT THE TIME OF INSTALLATION. 7. SUBSTRATE SHALL BE CLEAN AND FREE OF LAITANCE, AND REINFORCING STEEL DOWELS, THREADED RODS, AND ANCHORS SHALL BE FREE OF DUST, GREASE, RUST, AND OTHER MATERIALS THAT WILL IMPAIR BOND WITH STRUCTURAL SUBSTRATE. 8. ANCHORS SHALL BE INSTALLED BY QUALIFIED PERSONNEL IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS AND MANUFACTURER'S INSTRUCTIONS. INSTALLATION OF POST-INSTALLED ADHESIVE ANCHORS SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII). INSTALLATION OF ADHESIVE ANCHORS SHALL BE PERFORMED BY PERSONNEL TRAINED TO INSTALL ADHESIVE ANCHORS. 9. IF REINFORCING STEEL IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE HOLE LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR DIAMETERS OR 1", WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE DOWEL AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE WITH NON-SHRINK GROUT. IF THE ANCHOR OR DOWEL MAY NOT BE SHIFTED AS NOTED ABOVE, THE ENGINEER WILL DETERMINE A NEW LOCATION. 10. INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY INCLINED SHALL BE PERFORMED BY PERSONNEL CERTIFIED BY AN APPLICABLE CERTIFICATION PROGRAM. CERTIFICATION SHALL INCLUDE WRITTEN AND PERFORMANCE TESTS IN ACCORDANCE WITH THE ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM. 11. ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED ORIENTATIONS SHALL BE CONTINUOUSLY INSPECTED. ALL OTHER ADHESIVE ANCHORS SHALL BE INSPECTED PERIODICALLY. 12. STAINLESS STEEL ANCHOR AND DOWELS SHALL BE USED WHERE POST-INSTALLED ANCHORS OR DOWELS INSTALLED IN EXTERIOR EXPOSURE OR DAMP ENVIRONMENT. 13. ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS. PROMPTLY INFORM THE ARCHITECT AND STRUCTURAL ENGINEER IN WRITTEN WHERE A GREATER EDGE CLEARANCE OR SPACING IS REQUIRED BY THE MANUFACTURER'S WRITTEN RECOMMENDATIONS. 14. PROMPTLY INFORM THE ARCHITECT AND STRUCTURAL ENGINEER IN WRITING WHERE THE POST-INSTALLED ANCHOR CANNOT COMPLY WITH THE LAYOUT AS SPECIFIED ON THESE DRAWINGS. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS THAT HAVE BEEN SEALED BY ANOTHER LICENSED ENGINEER DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF MEETING THE PERFORMANCE OF THE SPECIFIED PRODUCT. 15. SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICC ESR AND/OR LARR, IF REQUIRED, SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE, INSTALLATION CATEGORY, AND AVAILABILITY OF COMPREHENSIVE INSTALLATION INSTRUCTIONS. ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER CREEP, IN-SERVICE TEMPERATURE, INSTALLATION TEMPERATURE, MOISTURE CONDITION OF CONCRETE, AND DRILLING METHODS. 1. ALL WALLS,FLOOR,CIELING AND ROOF GYPSUM BOARD SHALL BE AT LEAST 1/2" THICK (UNO ON ARCH. DWG.) AND CONFORM TO THE FOLLOWING REQUIREMENTS: 1.1 GYPSUM WALLBOARD SHALL CONFORM TO ASTM C 1396 AND SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C 840. GYPSUM BASE FOR VENEER PLASTER SHALL CONFORM TO ASTM C 1396 AND SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C844 BUT NOT LESS THAN THE FOLLOWING REQUIREMENTS. WATER-RESISTANT GYPSUM BACKING BOARD SHALL CONFORM TO ASTM C 1396 AND SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C 840. 1.2 GYPSUM BOARD OR GYPSUM PANEL PRODUCTS SHALL BE INSTALLED PERPENDICULAR TO FRAMING MEMBERS. END JOINTS OF ADJACENT COURSES OF GYPSUM BOARD SHALL NOT OCCUR ON THE SAME JOIST. 1.3 BOARDS SHALL BE CONNECTED TO THE SUPPORTING ELEMENTS (STUDS, JOISTS,RAFTERS, TOP AND BOTTOM PLATES, AND BLOCKING) WITH 6D COOLER (0.092" X 1-7/8" LONG, 1/4" HEAD) OR WALLBOARD NAIL (0.0915" X 1-7/8" LONG, 19/64" HEAD) OR 0.120" NAIL X 1-3/4" LONG, MIN 3/8" HEAD. 1.4 ALTERNATIVELY BOARDS INSTALLED ON THE WALLS MAY BE CONNECTED TO THE SUPPORTING MEMBERS WITH NO.16 GAGE GALV. STAPLE, 1-1/2" LEGS, 1-5/8" LONG. STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7/16", MEASURED OUTSIDE THE LEGS, AND SHALL BE INSTALLED WITH THEIR CROWNS PARALLEL TO THE LONG DIMENSION OF THE FRAMING MEMBERS. STAPLES FOR THE ATTACHMENT OF GYPSUM LATH AND WOVEN-WIRE LATH SHALL HAVE A MINIMUM CROWN WIDTH OF 3/4", MEASURED OUTSIDE THE LEGS. 1.5 TYPE S OR W DRYWALL SCREWS SHALL CONFORM TO REQUIREMENTS OF ASTM C 1002. 1.6 FASTENERS SHALL BE SPACED NOT MORE THAN 7 INCHES ON CENTER AT ALL SUPPORTS, INCLUDING PERIMETER BLOCKING, AND NOT MORE THAN 3/4" FROM THE EDGES AND ENDS OF THE GYPSUM BOARD OR GYPSUM PANEL PRODUCT. 1.7 PERIMETER EDGES OF ALL GYPSUM BOARDS SHLL BE BLOCKED USING A WOOD MEMBER NOT LESS THAN 2"X6" NOMINAL DIMENSION. BLOCKING MATERIAL SHALL BE INSTALLED FLAT OVER THE TOP PLATE OF THE WALL TO PROVIDE A NAILING SURFACE NOT LESS THAN 2" IN WIDTH FOR THE ATTACHMENT OF THE GYPSUM BOARD OR GYPSUM PANEL PRODUCT. 1.EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT PLASTER SHALL CONFORM TO THE FOLLOWIG: 1.1.EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT SHALL CONFORM TO ASTM C847,ASTM C1032, AND ASTM C150 AND SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C926 AND ASTM C1063.METAL LATH AND LATH ATTACHMENTS SHALL BE OF CORROSION - RESISTANT MATERIAL.. 1.2.FASTENER TO STUDS,TOP AND BOTTOM PLATES, AND BLOCKING SHALL BE 0.120" NAIL X 1-½” LONG, 7/16" HEAD OR NO. 16 GAGE GALV. STAPLE, 7/8" LEGS. STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7/16", MEASURED OUTSIDE THE LEGS, AND SHALL BE INSTALLED WITH THEIR CROWNS PARALLEL TO THE LONG DIMENSION OF THE FRAMING MEMBERS. STAPLES FOR THE ATTACHMENT OF GYPSUM LATH AND WOVEN-WIRE LATH SHALL HAVE A MINIMUM CROWN WIDTH OF 3/4", MEASURED OUTSIDE THE LEGS. 2.ALL WALLS,FLOOR,CIELING AND ROOF GYPSUM BOARD SHALL BE AT LEAST 1/2" THICK (UNO ON ARCH. DWG.) AND CONFORM TO THE FOLLOWING REQUIREMENTS: 2.1.GYPSUM WALLBOARD SHALL CONFORM TO ASTM C 1396 AND SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C 840. GYPSUM BASE FOR VENEER PLASTER SHALL CONFORM TO ASTM C 1396 AND SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C844 BUT NOT LESS THAN THE FOLLOWING REQUIREMENTS. WATER-RESISTANT GYPSUM BACKING BOARD SHALL CONFORM TO ASTM C 1396 AND SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C 840. 2.2.GYPSUM BOARD OR GYPSUM PANEL PRODUCTS SHALL BE INSTALLED PERPENDICULAR TO FRAMING MEMBERS.END JOINTS OF ADJACENT COURSES OF GYPSUM BOARD SHALL NOT OCCUR ON THE SAME JOIST. 2.3.BOARDS SHALL BE CONNECTED TO THE SUPPORTING ELEMENTS (STUDS, JOISTS,RAFTERS, TOP AND BOTTOM PLATES, AND BLOCKING) WITH 6D COOLER (0.092" X 1-7/8" LONG, 1/4" HEAD) OR WALLBOARD NAIL (0.0915" X 1-7/8" LONG, 19/64" HEAD) OR 0.120" NAIL X 1-3/4" LONG, MIN 3/8" HEAD. 2.4.ALTERNATIVELY BOARDS INSTALLED ON THE WALLS MAY BE CONNECTED TO THE SUPPORTING MEMBERS WITH NO.16 GAGE GALV. STAPLE, 1-1/2" LEGS, 1-5/8" LONG. STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7/16", MEASURED OUTSIDE THE LEGS, AND SHALL BE INSTALLED WITH THEIR CROWNS PARALLEL TO THE LONG DIMENSION OF THE FRAMING MEMBERS.STAPLES FOR THE ATTACHMENT OF GYPSUM LATH AND WOVEN-WIRE LATH SHALL HAVE A MINIMUM CROWN WIDTH OF 3/4", MEASURED OUTSIDE THE LEGS. 2.5.TYPE S OR W DRYWALL SCREWS SHALL CONFORM TO REQUIREMENTS OF ASTM C 1002. 2.6.FASTENERS SHALL BE SPACED NOT MORE THAN 7 INCHES ON CENTER AT ALL SUPPORTS, INCLUDING PERIMETER BLOCKING, AND NOT MORE THAN 3/4" FROM THE EDGES AND ENDS OF THE GYPSUM BOARD OR GYPSUM PANEL PRODUCT. 2.7.PERIMETER EDGES OF ALL GYPSUM BOARDS SHALL BE BLOCKED USING A WOOD MEMBER NOT LESS THAN 2"X6" NOMINAL DIMENSION. BLOCKING MATERIAL SHALL BE INSTALLED FLAT OVER THE TOP PLATE OF THE WALL TO PROVIDE A NAILING SURFACE NOT LESS THAN 2" IN WIDTH FOR THE ATTACHMENT OF THE GYPSUM BOARD OR GYPSUM PANEL PRODUCT. 1. EXTERIOR AND INTERIOR CEMENT PLASTER AND LATHING SHALL BE DONE WITH THE APPROPRIATE MATERIALS LISTED IN TABLE BELOW. 2. EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT PLASTER SHALL CONFORM TO THE FOLLOWING: 2.1 EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT SHALL CONFORM TO ASTM C847, ASTM C1032, AND ASTM C150 AND SHALL BE INSTALLED IN ACCORDANCE WITH ASTM C926 AND ASTM C1063. METAL LATH AND LATH ATTACHMENTS SHALL BE OF CORROSION-RESISTANT MATERIAL. 2.2 FASTENER TO STUDS, TOP AND BOTTOM PLATES, AND BLOCKING SHALL BE 0.120" NAIL X 1-1/2" LONG, 7/16" HEAD OR NO.16 GAGE GALV. STAPLE, 7/8" LEGS. STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7/16", MEASURED OUTSIDE THE LEGS, AND SHALL BE INSTALLED WITH THEIR CROWNS PARALLEL TO THE LONG DIMENSION OF THE FRAMING MEMBERS. STAPLES FOR THE ATTACHMENT OF GYPSUM LATH AND WOVEN-WIRE LATH SHALL HAVE A MINIMUM CROWN WIDTH OF 3/4", MEASURED OUTSIDE THE LEGS. 3. MATERIALS SHALL BE STORED IN SUCH A MANNER AS TO PROTECT THEM FROM THE WEATHER. 4. INSTALLATION OF THESE MATERIALS SHALL BE IN COMPLIANCE WITH ASTM C926 AND ASTM C1063. 5. METAL LATH AND LATH ATTACHMENTS SHALL BE OF CORROSION-RESISTANT MATERIAL. 6. BACKING OR A LATH SHALL PROVIDE SUFFICIENT RIGIDITY TO PERMIT PLASTER APPLICATIONS. 6.1 WHERE LATH ON VERTICAL SURFACES EXTENDS BETWEEN RAFTERS OR OTHER SIMILAR PROJECTING MEMBERS, SOLID BACKING SHALL BE INSTALLED TO PROVIDE SUPPORT FOR LATH AND ATTACHMENTS. 6.2 GYPSUM LATH OR GYPSUM WALLBOARD SHALL NOT BE USED AS BACKING FOR CEMENT PLASTER UNO. 7. APPROVED WATER-RESISTIVE BARRIERS SHALL BE INSTALLED AND, WHERE APPLIED OVER WOOD-BASED SHEATHING, SHALL INCLUDE A WATER-RESISTIVE VAPOR-PERMEABLE BARRIER WITH A PERFORMANCE AT LEAST. EQUIVALENT TO TWO LAYERS OF WATER-RESISTIVE BARRIER COMPLYING WITH ASTM E2556, TYPE I. THE INDIVIDUAL LAYERS SHALL BE INSTALLED INDEPENDENTLY SUCH THAT EACH LAYER PROVIDES A SEPARATE CONTINUOUS PLANE AND ANY FLASHING (SEE ARCH DWG. AND INSTALLED IN ACCORDANCE WITH SECTION 1404.4 OF CBC) INTENDED TO DRAIN TO THE WATER-RESISTIVE BARRIER IS DIRECTED BETWEEN THE LAYERS. 7.1 EXCEPTION 1: WHERE THE WATER-RESISTIVE BARRIER THAT IS APPLIED OVER WOOD-BASED SHEATHING HAS A WATER RESISTANCE EQUAL TO OR GREATER THAN THAT OF A WATER-RESISTIVE BARRIER COMPLYING WITH ASTM E2556, TYPE II AND IS SEPARATED FROM THE STUCCO BY AN INTERVENING, SUBSTANTIALLY NONWATERY-ABSORBING LAYER OR DRAINAGE SPACE. 7.2 EXCEPTION 2: WHERE THE WATER-RESISTIVE BARRIER IS APPLIED OVER WOOD-BASE SHEATHING IN CLIMATE ZONE 1A, 2A OR 3A, A VENTILATED AIR SPACE SHALL BE PROVIDE BETWEEN THE STUCCO AND WATER-RESISTIVE BARRIER. 8. MASONRY AND CONCRETE SURFACES SHALL BE CLEAN, FREE FROM EFFLORESCENCE, SUFFICIENTLY DAMP AND ROUGH FOR PROPER BOND. IF THE SURFACE IS INSUFFICIENTLY ROUGH, APPROVED BONDING AGENTS OR A PORTLAND CEMENT DASH BOND COAT MIXED IN PROPORTIONS OF NOT MORE THAN TWO PARTS VOLUME OF SAND TO ONE PART VOLUME OF PORTLAND CEMENT OR PLASTIC CEMENT SHALL BE APPLIED. THE DASH BOND COAT SHALL BE LEFT UNDISTURBED AND SHALL BE MOIST CURED NOT LESS THAN 24 HOURS. TABLE 2507 - LATH, PLASTERING MATERIALS AND ACCESSORIES MATERIAL STANDARD ACCESSORIES FOR GYPSUM VENEER BASE ASTM C1047 BLENDED CEMENT ASTM C595 COLD-FORMED STEEL STUDS AND TRACK, STRUCTURAL AISI S240 COLD-FORMED STEEL STUDS AND TRACK, NONSTRUCTURAL AISI S220 EXTERIOR PLASTER BONDING COMPOUNDS ASTM C932 HYDRAULIC CEMENT ASTM C1157; C1600 GYPSUM CASTING AND MOLDING PLASTER ASTM C59 GYPSUM KEENE'S CEMENT ASTM C61 GYPSUM PLASTER ASTM C28 GYPSUM VENEER PLASTER ASTM C587 INTERIOR BONDING COMPOUNDS, GYPSUM ASTM C631 LIME PLASTERS ASTM C5;C206 MASONRY CEMENT ASTM C91 METAL LATH ASTM C847 PLASTER AGGREGATES SAND PERLITE VERMICULITE ASTM C35; C897 ASTM C35 ASTM C35 PLASTIC CEMENT ASTM C1328 PORTLAND CEMENT ASTM C150 STEEL SCREWS ASTM C1002; C954 WELDED WIRE LATH ASTM C933 WOVEN WIRE PLASTER BASE ASTM C103 1. PLASTERING WITH CEMENT PLASTER SHALL BE NOT LESS THAN THREE COATS WHERE APPLIED OVER METAL LATH OR WIRE FABRIC LATH OR GYPSUM BOARD BACKING AS SPECIFIED IN NOTE 5 AND SHALL BE NOT LESS THAN TWO COATS WHERE APPLIED OVER MASONRY OR CONCRETE. IF THE PLASTER SURFACE IS TO BE COMPLETELY COVERED BY VENEER OR OTHER FACING MATERIAL, OR IS COMPLETELY CONCEALED BY ANOTHER WALL, PLASTER APPLICATION NEED ONLY BE TWO COATS, PROVIDED THAT THE TOTAL THICKNESS IS AS SET FORTH IN ASTM C926. 2. ON WOOD FRAME OR STEEL STUD CONSTRUCTION WITH AN ON-GRADE CONCRETE FLOOR SLAB SYSTEM, EXTERIOR PLASTER SHALL BE APPLIED IN SUCH A MANNER AS TO COVER, BUT NOT TO EXTEND BELOW, THE LATH AND PAPER. THE APPLICATION OF LATH, PAPER AND FLASHING OR DRIP SCREEDS SHALL COMPLY WITH ASTM C1063. 3. A MINIMUM 0.019-INCH (NO. 26 GALVANIZED SHEET GAGE), CORROSION-RESISTANT WEEP SCREED WITH A MINIMUM VERTICAL ATTACHMENT FLANGE OF 3.5 IN. SHALL BE PROVIDED AT OR BELOW THE FOUNDATION PLATE LINE ON EXTERIOR STUD WALLS IN ACCORDANCE WITH ASTM C926. THE WEEP SCREED SHALL BE PLACED NOT LESS THAN 4 IN. ABOVE THE EARTH OR 2 IN. ABOVE PAVED AREAS AND BE OF A TYPE THAT WILL ALLOW TRAPPED WATER TO DRAIN TO THE EXTERIOR OF THE BUILDING. THE WATER-RESISTIVE BARRIER SHALL LAP THE ATTACHMENT FLANGE. THE EXTERIOR LATH SHALL COVER AND TERMINATE ON THE ATTACHMENT FLANGE OF THE WEEP SCREED. 4. ONLY APPROVED PLASTICITY AGENTS AND APPROVED AMOUNTS THEREOF SHALL BE ADDED TO PORTLAND CEMENT OR BLENDED CEMENTS. WHERE PLASTIC CEMENT OR MASONRY CEMENT IS USED, ADDITIONAL LIME OR PLASTICIZERS SHALL NOT BE ADDED. HYDRATED LIME OR THE EQUIVALENT AMOUNT OF LIME PUTTY USED AS A PLASTICIZER IS PERMITTED TO BE ADDED TO CEMENT PLASTER OR CEMENT AND LIME PLASTER IN AN AMOUNT NOT TO EXCEED THAT SET FORTH IN ASTM C926. 5. GYPSUM PLASTER SHALL NOT BE USED ON EXTERIOR SURFACES. 6. CEMENT PLASTER COATS SHALL BE PROTECTED FROM FREEZING FOR A PERIOD OF NOT LESS THAN 24 HOURS AFTER SET HAS OCCURRED. PLASTER SHALL BE APPLIED WHEN THE AMBIENT TEMPERATURE IS HIGHER THAN 40°F, UNLESS PROVISIONS ARE MADE TO KEEP CEMENT PLASTER WORK ABOVE 40°F DURING APPLICATION AND 48 HOURS THEREAFTER. 7. THE SECOND COAT SHALL BE BROUGHT OUT TO PROPER THICKNESS, RODDED AND FLOATED SUFFICIENTLY ROUGH TO PROVIDE ADEQUATE BOND FOR THE FINISH COAT. THE SECOND COAT SHALL NOT HAVE VARIATIONS GREATER THAN 1/4 IN. IN ANY DIRECTION UNDER A 5-FOOT STRAIGHT EDGE. 8. FIRST AND SECOND COATS OF CEMENT PLASTER SHALL BE APPLIED AND MOIST CURED AS SET FORTH IN ASTM C926 AND TABLE BELOW. a.THE FIRST TWO COATS SHALL BE AS REQUIRED FOR THE FIRST COATS OF EXTERIOR PLASTER, EXCEPT THAT THE MOIST-CURING TIME PERIOD BETWEEN THE FIRST AND SECOND COATS SHALL BE NOT LESS THAN 24 HOURS. MOIST CURING SHALL NOT BE REQUIRED WHERE JOB AND WEATHER CONDITIONS ARE FAVORABLE TO THE RETENTION OF MOISTURE IN THE CEMENT PLASTER FOR THE REQUIRED TIME PERIOD. b.TWENTY-FOUR-HOUR MINIMUM INTERVAL BETWEEN COATS O INTERIOR CEMENT PLASTER. OTHER METHODS SHALL BE SUBMITTED FOR REVIEW AND APPROVAL. c.FINISH COAT PLASTER IS PERMITTED TO BE APPLIED TO INTERIOR CEMENT PLASTER BASE COATS AFTER A 48-HOURS PERIOD. 9. WHERE APPLIED DIRECTLY TO UNIT MASONRY SURFACES, THE SECOND COAT IS PERMITTED TO BE APPLIED AS SOON AS THE FIRST COAT HAS ATTAINED SUFFICIENT HARDNESS. 10. THE SECOND COAT IS PERMITTED TO BE APPLIED AS SOON AS THE FIRST COAT HAS ATTAINED SUFFICIENT RIGIDITY TO RECEIVE THE SECOND COAT. 10.1 WHERE USING THIS METHOD OF APPLICATION, CALCIUM ALUMINATE CEMENT UP TO 15 PERCENT OF THE WEIGHT OF THE PORTLAND CEMENT IS PERMITTED TO BE ADDED TO THE MIX. 10.2 CURING OF THE FIRST COAT IS PERMITTED TO BE OMITTED AND THE SECOND COAT SHALL BE CURED AS SET FORTH IN ASTM C926 AND TABLE 2512.6. 11. CEMENT PLASTER FINISH COATS SHALL BE APPLIED OVER BASE COATS THAT HAVE BEEN IN PLACE FOR THE TIME PERIODS SET FORTH IN ASTM C926. THE THIRD OR FINISH COAT SHALL BE APPLIED WITH SUFFICIENT MATERIAL AND PRESSURE TO BOND AND TO COVER THE BROWN COAT AND SHALL BE OF SUFFICIENT THICKNESS TO CONCEAL THE BROWN COAT. TABLE 2512.6 CEMENT PLASTERS COAT MINIMUM PERIOD MOIST CURING MINIMUM INTERVAL BETWEEN COTTS FIRST 48 HOURS 48 HOURS SECOND 48 HOURS 7 DAYS FINISH -NOTE C PROJECT CLIENT 0'2'4'8'16' SHEET TITLE 922 W PARK LN, SANTA ANA, CA 92706 KAWEHI HOLOMALIA, KEKANI112299@YAHOO.COM FOR FIELD VERIFICATION AND CITY PERMIT ONLY SAZAN INC. 77 Waldorf, Irvine, CA 92612 S0.02 CONSTRUCTION NOTES 07/07/2025 EXP. 06-30-2026 SIMPSON HOLD DOWN SIMPSON CNW WITNESS HOLES CNW TRANSITION COUPLER NUT TYPICAL CNW RIM BOARD INSTALLATION CNW RIM BOARD INSTALLATION F SCALE:NTS. 5 (2)#5 (3)#4 8" MI N . 24 " MI N . WIDTH PER PLAN 18 " T Y P . WIDTH PER PLAN 18 " T Y P . #4@36" (3)#4 5/8" DIA. @ 48" W/ 7" MIN. EMBED. UNO IN SHEAR WALL SCHEDULE 5/8" DIA. @ 48" W/ 7" MIN. EMBED UNO IN SHEAR WALL SCHEDULE SIMPSON CBSQ AT JOIST SPLICE LAP 6" MIN. W/ 6-10d 6" MIN. 12 " M I N . UC4A POST PER PLAN PT 2x UC4A OR HIGHER SILL PLATE (2)#5 (3)#4 8" M I N . TY P . 8" (TYP.) 18 " T Y P . (2)#5 (3)#4 8" MI N . 24 " MI N . 2x UC4A OR HIGHER SILL PLATE (2)#5 (3)#4 ADD EXTRA #4 BARS EA. SIDE OF HOLD DOWN ADD EXTRA #4 BARS EA. SIDE OF HOLD DOWN SHEAR WALL WHERE OCCURS E.N. PER SHEAR WALL SCHEDULE 2XUC4A OR HIGHER SILL PLATE HOLD DOWN PER PLAN HOLD DOWN POST PER SCHEDULE (PROVIDE SOLID BLK'G UNDER POST) SIMPSON CNW COUPLER FLOOR SHEATHING FLOOR JOIST PER PLAN BLK'G ON BOTH SIDES EXTENDED TWO BAYS HOLD DOWN PER PLAN HOLD DOWN PER PLAN F SCALE:NTS. 1 RAISED FLOOR FOUNDATION (WALL PARALLEL TO JOIST) 3" C L R . T Y P . 3" CLR. TYP. B.N. SEE PLAN WIDTH PER PLAN WIDTH PER PLAN WIDTH PER PLAN 3" C L R . T Y P . 3" CLR. TYP. UC3B BEAM PER PLAN A35@16" O.C. UNO IN SHEAR WALL SCHEDULE 8" CONCRETE WALL FOUNDATION (TYP.) SILL PLATE PER SHEAR WALL SCHED. DETAIL A DETAIL B DETAIL D DETAIL E DETAIL F #4@36" TYP. (SEE DETAILS A&B FOR TWO ADDITIONAL BARS) 18 " M I N . 1 12 ±2 " STHD14RJ RIM JOIST APPLICATION #4 RIBAR REQD. STHDXRJ BEND STRAIGHT INSTALL 4" FROM INSIDE FACE OF CONCRETE WALL, TYP. 2x SILL PLATE 3x AT SHEAR WALLS (TYP.) (2) 2x OR 4x 8" MIN. 3" T O 5 " LSTDXRJ FLOOR SHEATHING FLOOR JOIST PER PLAN 8" MIN. ONE #4 REBAR REQD. MAY BE FOUNDATION REBAR OR POST-TENSION TENDON. CONC. FOUNDATION BY OTHERS 3" T O 5 " LSTDXRJ Le Le BRICK-LEDGE INSTALLATION WITHOUT STEP TWO-POUR INSTALLATION FOR DOWNTURN FOUNDATION 13 4" 4 SB/ SSTB BOLTS AT STEM WALL-GARAGE FRONT SCALE:NTS. F 8" Le LE N G T H 16" MIN. 4" MIN.4" MIN. PLAN VIEW 8" HOLD DOWN ON DF/SP LUMBER STEM WALL MIN. SEISMIC DESIGN CATEGORY C-F STEM WALL WIDTH (IN.)DESIGN CAPACITY (LB)ANCHOR TYPE Le, F (IN.) LSTHD8RJ 8 1,600 8 STHD10RJ 8 2,100 10 STHD14RJ 8 3,500 14 HDU2 8 3,000 SSTB 24 20 HDU4 8 4,500 SB 5/8x24 18 HDU5 8 5,600 SB 5/8x24 18 HDU8 8 6,900 PAB 7 10, F=15 HDU11 8 9,300 PAB 8 12, F=17.5 HDU14 8 14,300 PAB 8 12, F=17.5 HOLD DOWN ANCHOR SCHEDULE AT STEM WALL F SCALE:NTS. 6 3 SCALE:NTS. F SSTB SHOWN SB SIMILAR 2x UC4A OR HIGHER SILL PLATE (2)#5 (5)#4 ADD EXTRA #4 BARS EA. SIDE OF HOLD DOWN BLK'G ON BOTH SIDES EXTENDED TWO BAYS PAB ANCHOR 2F SILL PLATE PER SHEAR WALL SCHED. DETAIL C F 16 " M I N . (2)#5 (3)#4 8" MI N . 24 " MI N . WIDTH PER PLAN 18 " T Y P . WIDTH PER PLAN 18 " T Y P . #4@36" (3)#4 5/8" DIA. @ 48" W/ 7" MIN. EMBED. UNO IN SHEAR WALL SCHEDULE 5/8" DIA. @ 48" W/ 7" MIN. EMBED UNO IN SHEAR WALL SCHEDULE SIMPSON CBSQ12 " M I N . UC4A POST PER PLAN PT 2x UC4A OR HIGHER SILL PLATE (2)#5 (3)#4 8" M I N . TY P . 8" (TYP.) 18 " T Y P . (2)#5 (3)#4 8" MI N . 24 " MI N . 2x UC4A OR HIGHER SILL PLATE (2)#5 (3)#4 ADD EXTRA #4 BARS EA. SIDE OF HOLD DOWN ADD EXTRA #4 BARS EA. SIDE OF HOLD DOWN SHEAR WALL WHERE OCCURS E.N. PER SHEAR WALL SCHEDULE 2XUC4A OR HIGHER SILL PLATE HOLD DOWN PER PLAN HOLD DOWN POST PER SCHEDULE (PROVIDE SOLID BLK'G UNDER POST) SIMPSON CNW COUPLER FLOOR SHEATHING FLOOR JOIST PER PLAN BLK'G ON BOTH SIDES EXTENDED TWO BAYS HOLD DOWN PER PLAN HOLD DOWN PER PLAN 3" C L R . T Y P . 3" CLR. TYP. B.N. SEE PLAN WIDTH PER PLAN WIDTH PER PLAN WIDTH PER PLAN 3" C L R . T Y P . 3" CLR. TYP. UC3B BEAM PER PLAN A35@16" O.C. UNO IN SHEAR WALL SCHEDULE 8" CONCRETE WALL FOUNDATION (TYP.) SILL PLATE PER SHEAR WALL SCHED. DETAIL A DETAIL B DETAIL D DETAIL E DETAIL F #4@36" TYP. (SEE DETAILS A&B FOR TWO ADDITIONAL BARS) 18 " M I N . 1 12 ±2 " 2x UC4A OR HIGHER SILL PLATE (2)#5 (5)#4 ADD EXTRA #4 BARS EA. SIDE OF HOLD DOWN BLK'G ON BOTH SIDES EXTENDED TWO BAYS PAB ANCHOR 2F SILL PLATE PER SHEAR WALL SCHED. DETAIL C F 16 " M I N . F SCALE:NTS. 2 RAISED FLOOR FOUNDATION (WALL PERPENDICULAR TO JOIST) 2x BLK'G FLOOR JOIST PER PLAN NOTE: DETAILS A, B, C, D, E, F AND E SHALL BE CONSIDERED TOGETHER. NOTE: DETAILS A, B, C, D, E, F AND E SHALL BE CONSIDERED TOGETHER. SILL PLATE PER SHEAR WALL SCHED. 2x RIM JOIST 2x BLK'G 18 " M I N . SILL PLATE PER SHEAR WALL SCHED. 2x BLK'G 2x BLK'G SILL PLATE PER SHEAR WALL SCHED. 2x UC4A OR HIGER SILL PLATE 2x RIM JOIST 2x RIM JOIST 2x BLK'G SILL PLATE PER SHEAR WALL SCHED.2x BLK'G 2x RIM JOIST 18 " M I N . SILL PLATE PER SHEAR WALL SCHED. 2x BLK'G 2x RIM JOIST DOUBLE 2xRIM JOIST SILL PLATE PER SHEAR WALL SCHED. 2x UC4A OR HIGER SILL PLATE 2x RIM JOIST 2x BLK'G 2x BLK'G 10d@6" UNO IN SHEAR WALL SCHEDULE 10d@6" UNO IN SHEAR WALL SCHEDULE B.N. B.N. B.N. A35@16" O.C. UNO IN SHEAR WALL SCHEDULE (INSTALL ON BOTH SIDES IF REQUIRED PER SHEAR WALL SCHED.) A35@16" O.C. UNO IN SHEAR WALL SCHEDULE (INSTALL ON BOTH SIDES IF REQUIRED PER SHEAR WALL SCHED.) A35@16" O.C. UNO IN SHEAR WALL SCHEDULE (INSTALL ON BOTH SIDES IF REQUIRED PER SHEAR WALL SCHED.) A35@16" O.C. UNO IN SHEAR WALL SCHEDULE (INSTALL ON BOTH SIDES IF REQUIRED PER SHEAR WALL SCHED.) A35@16" O.C. UNO IN SHEAR WALL SCHEDULE (INSTALL ON BOTH SIDES IF REQUIRED PER SHEAR WALL SCHED.) A35@16" O.C. UNO IN SHEAR WALL SCHEDULE (INSTALL ON BOTH SIDES IF REQUIRED PER SHEAR WALL SCHED.) A35@16" O.C. UNO IN SHEAR WALL SCHEDULE A35@16" O.C. UNO IN SHEAR WALL SCHEDULE SEE SOG. FOUNDATION AND FOUNDATION PLAN NOTES SEE SOG. FOUNDATION AND FOUNDATION PLAN NOTES SEE SOG. FOUNDATION AND FOUNDATION PLAN NOTES SEE SOG. FOUNDATION AND FOUNDATION PLAN NOTES SEE SOG. FOUNDATION AND FOUNDATION PLAN NOTES SEE SOG. FOUNDATION AND FOUNDATION PLAN NOTES SEE SOG. FOUNDATION AND FOUNDATION PLAN NOTES SEE SOG. FOUNDATION AND FOUNDATION PLAN NOTES SEE SOG. FOUNDATION AND FOUNDATION PLAN NOTES SEE SOG. FOUNDATION AND FOUNDATION PLAN NOTES PROJECT CLIENT 0'2'4'8'16' SHEET TITLE 922 W PARK LN, SANTA ANA, CA 92706 KAWEHI HOLOMALIA, KEKANI112299@YAHOO.COM FOR FIELD VERIFICATION AND CITY PERMIT ONLY SAZAN INC. 77 Waldorf, Irvine, CA 92612 S1.01 TYPICAL S.O.G. AND FOUNDATION DETAILS 09/24/2025 EXP. 06-30-2026 1 F SCALE:NTS. (2)#5 DIAGONAL REINF. 18" LG FOUNDATION(2)#5 HOR. REINF. J BOLT MIN 4X FLUSH BEAM BOT PLATE (2)#5 VER. REINF. FLOOR JOIST PER PLAN W/ LUS HANGER OR PARALLEL TO FLUSH BEAM 24" CRAWL SPACE OPNG.24" MIN. 36" MIN. 4" MIN. BRG. 3" MI N . OPENING 3" MI N . 3" MIN. 3" MIN. ADDITIONAL REINF. AROUND CRAWL SPACE OPNG. SIMPSON LUS NOTES: 1.LOCATION OF CRAWL ACCESS AS PER ARCH. DWG. 2.THE ACCESS OPENING SHOULD NOT BE LOCATED BELOW END POST, HOLDDOWN OR SIMILAR STRUCTURAL MEMBERS. SIMPSON A35 A35 @16" O.C. U.N.O. PER SHEAR WALL SCHEDULE END WALL MIN. 6" SIMPSON SB Le 2Le 2Le 2X BOT. PLATE POST PER PLAN POST PER PLAN HDU PER PLAN HDU PER PLAN SB SHOWN (SSTB SIMILAR) SB SHOWN (SSTB SIMILAR) SIMPSON SSTB UNDISTURBED NATURAL SOILS OR ENGINEERED FILL 16"24" (N) STEMWALL (N) FOUNDATION (E) STEMWALL (E) FOUNDATION #5 BOTTOM AT FOUNDATION (N) FOUNDATION (1)#5 (2)#5 #5 AT STEMWALL (N) STEMWALL (E) STEMWALL (E) FOUNDATION SECTION A A EPOXY - SEE POST INSTALLED ANCHOR NOTES (S0.02) (SPECIAL INSPECTION REQUIRED) 16"24" 3" #5 BOTTOM AT FOUNDATION UNDISTURBED NATURAL SOILS OR ENGINEERED FILL 8"24" (N) STEMWALL (N) FOUNDATION (E) STEMWALL (E) FOUNDATION #5 BOTTOM AT FOUNDATION (N) 12" FOUNDATION (1)#5 #5 AT STEMWALL (N) 8" STEMWALL (E) STEMWALL (E) FOUNDATION SECTION B B EPOXY - SEE POST INSTALLED ANCHOR NOTES (S0.02) (SPECIAL INSPECTION REQUIRED) 4"24" (2)#5 #5 BOTTOM AT FOUNDATION 8" (E)6" STEM WALL (E)12" FOUNDATION 24" 4" (E) FOUNDATION TO (N) FOUNDATION CONNECTION C SCALE:NTS. A. MIDDLE CONDITION B. CORNER CONDITION (3)#4 (2)#5 (2)#5 (3)#4 2 SINGLE CURTAIN WALL CORNER AND INTERSECTION DETAILS SCALE:NTS. LS PROVIDE 15M OR VER. WALL REINFORCEMENT SEE WALL SCHEDULE SEE WALL SCHEDULE WHICHEVER IS GREATER ALTERNATE BEND 0 3 F 3" PROJECT CLIENT 0'2'4'8'16' SHEET TITLE 922 W PARK LN, SANTA ANA, CA 92706 KAWEHI HOLOMALIA, KEKANI112299@YAHOO.COM FOR FIELD VERIFICATION AND CITY PERMIT ONLY SAZAN INC. 77 Waldorf, Irvine, CA 92612 S1.02 TYPICAL FOUNDATION DETAILS 07/07/2025 EXP. 06-30-2026 TYPICAL SHEARWALL SCHEDULE1 W SCALE:NTS. SHEATHING EDGE AT BOTTOM PLATE (SINGLE ROW AND DOUBLE ROW OF FASTENERS) 3 4" SPACING SINGLE ROW OF FASTENERS 5 SPACING 3 4" SHEATHING EDGE AT TOP PLATE (SINGLE ROW AND DOUBLE ROW OF FASTENERS) SINGLE ROW OF FASTENERS DOUBLE ROW OF FASTENERS 1 2" 1 2" SPACING SPACING DOUBLE ROW OF FASTENERS 1 2" 1 2" SPACING SPACING DOUBLE ROW OF FASTENERS SINGLE ROW OF FASTENERS 1 2" 1 2" SPACING SPACING SPACING 3 4" W SCALE:NTS. SPACING (FOR SHEAR WALL DESIGN) 3 4"A - SECTION A 3 4" SPACING (SINGLE ROW SHOWN) PANEL EDGE PANEL EDGE PANEL EDGE PANEL EDGE BLOCKING, SAME SPECIES AS TOP AND BOTTOM PLATES (2xFLATWISE SHOWN) INCREASE STUD NAILING FOR UPLIFT (EACH SIDE OF HORIZONTAL JOINT) INCREASE STUD NAILING FOR UPLIFT (EACH SIDE OF HORIZONTAL JOINT) PANEL EDGE PANEL EDGE PANEL EDGE PANEL EDGE SHEATHING SPLICE PLATE PANEL EDGE SHEATHING SPLICE PLATE 2x FLAT WISE BLOCKING SHEATHING SPLICE PLATE, SAME THICK. AND FACE GRAIN ORIENTATION AS SHEATHING NOTE 1.PANELS SHALL NOT BE LESS THAN 4'X8', EXCEPT AT BOUNDARIES AND CHANGE IN FRAMING. ALL EDGE OF PANELS SHALL BE SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLOCKING. 2.ALL SHEAR WALL ARE BLOCKED SHEAR WALLS AND ALL JOINTS IN SHEATHING SHALL OCCUR OVER AND BE FASTENED TO COMMON FRAMING MEMBERS OR COMMON BLOCKING. 3.SHEATHING SHALL NOT BE USED TO SPLICE BOUNDARY ELEMENTS. ALL POSTS, STUDS AND COLUMNS SHALL BE FRAMED TO PROVIDE FULL END BEARING. 4.CONTRACTOR SHALL REVIEW ALL TYPICAL SHEAR WALL CONNECTION DETAILS PRIOR TO START CONSTRUCTION. 5.STRUCTURAL PLYWOOD PANELS SHALL BE INSTALLED PRIOR TO ALL THE INSTALLATION OF ANY FRAMING THAT MAY INTERRUPT THE CONTINUITY OF THE PLYWOOD. 6.SHEAR WALL SHEATHING SHALL BE 15/32" CD, CC OR BETTER PLYWOOD. W/ ALL EDGES BLOCKED AND NAILED PER THE SHEAR WAIL SCHEDULE. 7.TYPICAL FASTENERS: 10d COMMON U.N.O. NAILS EXPOSED TO THE EXTERIOR SHALL BE GALVANIZED. 8.FRAMING: 2X D.F. TYP. @16" O.C.(MAX.) 9.FRAMING & BLOCKING AT ADJOINING PANEL EDGES SHALL BE 3” NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED IN TWO ROWS ALONG PANEL EDGES WHERE SPACING IS 3” OR LESS ON CENTER. SHEAR WALL FRAMING AND STUDS SHALL BE CONTENTIOUS BETWEEN THE BOTTOM PLATE AND TOP PLATE. 10.END NAIL STUDS TO SILL PLATE WITH (2) 20d BOX NAIL INSTEAD OF (2) 16d COMMON NAILS. 11.IF NEW ANCHOR BOLTS "REQUIRED AT EXISTING FOUNDATION. PROVIDE 5/8” X MIN. 12” EMBEDMENT INTO EXISTING CONCRETE EPOXIED ANCHOR BOLTS SPACING SHOWN AT SHEAR WALL SCHEDULE. PROVIDE 3”X3”X1/4” PLATE WASHER. 12.CONTRACTOR TO VERIFY THE EXISTING PLYWOOD EDGE NAILING. TYPE OF PLYWOOD USED AND SPACING ON EXISTING ANCHOR BOLTS IN FILED, TYPICAL. 13.SPECIAL INSPECTION BY INSPECTOR REQUIRED FOR HOLD-DOWN INSTALLATION INTO EXISTING FOUNDATION. 14.SPECIAL INSPECTION IS REQUIRED FOR STRUCTURAL WOOD SHEAR WALL COMPONENTS WITH NAIL SPACING CLOSER THAN 4” OC PER CBC 1705.11.2. 15.ALL NAILS SHALL BE COMMON NAILS. PROVIDE HOT DIPPED GALVANIZED NAILS AT ALL FIRE TREATED OR PRESSURE TREATED PLYWOOD AND STUDS. 16.WHERE PLYWOOD IS APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6" O.C. ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3" NOMINAL OR THICKER AND NAILS ON EACH SIDE BE STAGGERED. 3x FRAMING SHALL BE USED AT BOTTOM SILL PLATE AND ALL BLOCKING. ELEVATION WALL LENGTH AS SPECIFIED ON PLANS UPPER FLOOR LEVEL 2 S1.21 NOTE: ALTERNATE 1/2" GAP PLYWD. JOINT AT EXT. CONDITION, LOCATED AT JST. MID-HEIGHT TRIMMERS PER TYPICAL STUD WALL FRAMING AT OPENING DETAIL TYPICAL PROVIDE EDGE NAILING (E.N.) AT ALL PANEL EDGES TYPICAL PROVIDE FIELD NAILING (F.N.) AT ALL OTHER SUPPORTS BOUNDARY POST, SEE PLANS AND ANCHOR TABLE T.O. CONC. 1/4" GAP (PLYWD. TO T.O. CONC.) 3x (MIN.) SILL PLATE (P.T.D.F.) STUD WALL PER PLAN UNO. PER SHEAR WALL SCHED. SHT'G SEE SCHEDULE 3x STUD AT ALL ADJOINING PANEL EDGES 3x BLK'G AT ALL ADJOINING PANEL EDGES DOUBLE T.PLATES ALTERNATE STAGGERED NAILING JST. OR BLK'G (SEE PLAN FOR JST. DIRECTION) FOR SDS SCREWS, USE MIN. 2x BLK'G OR RIM JST. SILL PLATE NAILINGS OR SIMPSON SDS SCREWS TO JST. OR BLK'G SEE SCHEDULE (2) 2x OR 3x SILL PLATE OPENING WHERE OCCURS 8x D A MI N . 12 " M I N . ANCHOR ROD 1" MIN. THREAD **15/32" STRUCTURAL I OSB CAN BE USED INSTEAD OF 15/32" PLYWOOD BP/BPS 5 8" (3"x3"x1 4") ***SIMPSON THDB62100H SHALL BE USE FOR ANCHORING INTO THE EXISTING FOUNDATION, UNO ON PLANS SWXB 17. NAILS SHALL BE PLACED AT LEAST 3/8" FROM PANEL EDGES AND ENDS AT LEAST 1/2" FROM THE EDGE OF THE CONNECTING MEMBERS. 18.SIMPSON 'LTP4' FRAMING ANCHOR MAY BE APPLIED OVER 1/2" SHEATHING WITH 8d COMMON NAILS 0.131x2 /12" NAIL. 19. INDICATES SHEATHING OCCURS ON BOTH SIDES OF WALL AS SHOWN ON PLAN. 20.SHEATHING NAILS OR OTHER APPROVED SHEATHING CONNECTORS SHALL BE DRIVEN SUCH THAT THEIR HEAD OR CROWN IS FLUSH WITH THE SURFACE OF THE SHEATHING. OVER-DRIVEN NAILS WILL BE DEEMED UNSATISFACTORY. 21.PROVIDE A SINGLE 3X NOMINAL OR WIDER FRAMING MEMBER AT BOTTOM SILL PLATE AND BEHIND VERTICAL AND HORIZONTAL EDGES, MINIMUM 1/2" EDGE NAILING DISTANCE AT PANEL ENDS AND EDGES, AND STRUCTURAL OBSERVATION PER GENERAL NOTES. 22.MINIMUM EDGE DISTANCE FOR ANCHOR BOLTS SHALL BE 1-3/4" . ALL ANCHOR BOLTS SHALL INCLUDE A MINIMUM 0.229”X3”X3” STEEL PLATE WASHER. THE HOLE IN THE PLATE WASHER SHALL BE PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3/16” LARGER THAN THE BOLT DIAMETER AND A SLOT LENGTH NOT TO EXCEED 1-3/4" PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE NUT. THE PLATE WASHER SHALL EXTEND TO WITHIN 1/2" OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE(S) FOR SHEATHING WITH SHEAR DESIGN VALUES EXCEEDING 400 PLF. 23.WHEN FASTENERS CONNECTING THE TWO FRAMING MEMBERS ARE SPACED LESS THAN 4" IN CENTER, THEY SHALL BE STAGGERED. 24.WHERE ANY OF THE FOLLOWING CONDITIONS OCCUR, THE WIDTH OF THE NAILED FACE OF A COMMON FRAMING MEMBER OR BLOCKING AT ADJOINING PANEL EDGES SHALL BE 3" NOMINAL OR GREATER AND NAILING SHALL BE STAGGERED AT ALL PANEL EDGES: 24.1. NAIL SPACING OF 2" ON CENTER AT ADJOINING PANEL EDGES IS SPECIFIED, OR 24.2. 10D COMMON NAILS HAVING PENETRATION INTO FRAMING MEMBERS AND BLOCKING OF MORE THAN 1-1/2" ARE SPECIFIED AT 3" ON CENTER,OR LESS AT ADJOINING PANEL EDGES, OR 24.3.THE NOMINAL UNIT SHEAR CAPACITY OF THE SHEAR WALL EXCEEDS 350 PLF.PROVIDE 3X SILL/BOT PLATE AND FRAMING MEMBERS FOR SHEAR WALLS WHERE ALLOWABLE SHEAR VALUE EXCEEDS 350 PLF. 25. ALL STEEL CONNECTOR S INCLUDING BOLTS, SCREWS AND NAILS USED IN EXTER IOR STRUCTURE OR EXPOS ED TO WEATHER S H A L L B E S TAI NL E S S S T E EL O R H O T -D I P G A L V A N I Z ED . F A S T E N E R S I N P R ES ER VAT IV E TR E A TE D W O O D O R F I R E R E T A R D A N T TREATED WOOD SHALL BE OF HOT DIPPED ZINC COATED GALVANIZED STEEL OR STAINLESS STEEL. 26. ALL EXTERIOR WOOD MEMBERS (I.E. PLYWOOD, LUMBER, TIMBER,NAILERS, ETC.) SHALL BE CLASSIFIED FOR PRESSURE TREATED OR EXTERIOR GRADE NO PENETERATION OR CUTTING IS ALLOW IN THE SHEAR WALL PANELS AND STUDS JST. OR BLK'G ANCHORS TO DOUBLE T.PLATES, SEE SCHEDULE AT 4" WALLS: PROVIDE 1/4"X3"X3" STEEL WASHER UNDER EACH NUT. AT 6" WALLS: PROVIDE 1/4"X5"X5" STEEL WASHER UNDER EACH NUT. ALL STEEL PARTS SHALL BE HOT DIPPED GALVANIZED SHEAR WALL SCHEDULE SEE NOTE 10 PANEL ATTACHMENT PANEL SPLICE OCCURRING OVER HORIZONTAL FRAMING MEMBER PANEL SPLICE OCCURRING ACROSS STUDS SHEATHING SPLICE PLATE (ALTERNATE DETAIL) SHEAR PANEL ATTACHMENT AND SPLICE SIMPSON SDS25600 @ 14" O.C. ALT 16d @ 4" O.C. 15/32" APA RATED 4-PLY OR 5-PLY STRUCT-I PLYWD. (PI 32/16) 10d @6:12 10d @4:12 10d @2:12 10d @4:12 10d @3:12 10d @2:12 UPPER FLOOR SILL PLATE NAILING ANCHOR ROD SPACING WALL CAPACITY (REDUCE 10% FOR FIRE TREATED WOOD SEE NOTES) NAILINGMATERIALTYP. SW3B SW4B SW2B SW4 SW2 SW1 SW1A (EDGE:FIELD) W/ MIN. 1 1/2'' PENETRATION W/ MIN. 1 1/2'' PENETRATION W/ MIN. 1 1/2'' PENETRATION W/ MIN. 1 1/2'' PENETRATION W/ MIN. 1 1/2'' PENETRATION W/ MIN. 1 1/2'' PENETRATION SIMPSON SDS25600 @ 4'' O.C. 15/32" APA RATED 4-PLY OR 5-PLY STRUCT-I PLYWD. (PI 32/16) 15/32" APA RATED 4-PLY OR 5-PLY STRUCT-I PLYWD. (PI 32/16) 15/32" APA RATED 4-PLY OR 5-PLY STRUCT-I PLYWD. (PI 32/16) BOTH SIDES 15/32" APA RATED 4-PLY OR 5-PLY STRUCT-I PLYWD. (PI 32/16) BOTH SIDES 15/32" APA RATED 4-PLY OR 5-PLY STRUCT-I PLYWD. (PI 32/16) BOTH SIDES SIMPSON SDS25600 @ 14" O.C. ALT 16d @ 4" O.C. SIMPSON SDS25600 @ 9" O.C. ALT 16d @ 3 1/2" O.C. SIMPSON SDS25600 @ 4'' O.C. SIMPSON SDS25600 @ 3'' O.C. SIMPSON SDS25600 @ 2'' O.C. STAGGERED 310 PLF (ASD) 2x BLK. & STUD AT ALL EDGES 465 PLF (ASD) 3x BLK. & STUD W/ STGG. NAIL AT ALL EDGES 800 PLF (ASD) 3x BLK. & STUD W/ STGG. NAIL AT ALL EDGES 935 PLF (ASD) 3x BLK. & STUD W/ STGG. NAIL AT ALL EDGES 1220 PLF (ASD) 3x BLK. & STUD W/ STGG. NAIL AT ALL EDGES 1600 PLF (ASD) 3x BLK. & STUD W/ STGG. NAIL AT ALL EDGES 10d @3:12 SW3 W/ MIN. 1 1/2'' PENETRATION SIMPSON SDS25600 @ 6'' O.C. 15/32" APA RATED 4-PLY OR 5-PLY STRUCT-I PLYWD. (PI 32/16) 610 PLF (ASD) 3x BLK. & STUD W/ STGG. NAIL AT ALL EDGES SIMPSON A35 @16" O.C. ALT. SIMPSON LTP4 @16" O.C. SIMPSON A35 @10" O.C. ALT. SIMPSON LTP4 @10" O.C. SIMPSON A35 @8" O.C. ALT. SIMPSON LTP4 @8" O.C. SIMPSON A35 @6" O.C. ALT. SIMPSON LTP4 @6" O.C. SIMPSON A35 @5" O.C. ALT. SIMPSON LTP4 @5" O.C. SIMPSON A35 @8" O.C. EA. SIDE ALT. SIMPSON LTP4 @8" O.C. EA. SIDE SIMPSON A35 @6" O.C. EA. SIDE ALT. SIMPSON LTP4 @6" O.C. EA. SIDE SIMPSON A35 @22" O.C. ALT. SIMPSON LTP4 @22" O.C. 5/8"ø @32" O.C. W/7" EMBEDMENT (2 MIN.) 5/8"ø @32" O.C. W/7" EMBEDMENT (2 MIN.) 5/8"ø @24" O.C. W/7" EMBEDMENT (2 MIN.) 5/8"ø @18" O.C. W/7" EMBEDMENT (3 MIN.) 5/8"ø @16" O.C. W/7" EMBEDMENT (3 MIN.) 5/8"ø @12" O.C. W/7" EMBEDMENT (3 MIN.) 5/8"ø @9" O.C. W/7" EMBEDMENT (3 MIN.) 5/8"ø @48" O.C. W/7" EMBEDMENT (2 MIN.) SILL/BOT PLATE 2x 3x 3x 3x 2x 3x 3x 3x SHEAR TRANSFER AT DOUBLE TOP PLATE 10d @6:12 285 PLF (ASD) 2x BLK. & STUD AT ALL EDGESW/ MIN. 1 1/2'' PENETRATION 15/32" APA RATED 4-PLY OR 5-PLY STRUCT-I PLYWD. (PI 32/16) NOTE: PRESSURE TREAT ALL SILLS BRG. ON CONC. OR MAS. BLOCK. 81516 " MA X . 6" M I N . SILL PLATE 91 8" MAX. 6" MIN. 5" MAX. PROVIDE 1 1/2"x1/8" STRAP W/(4)16d EA. SIDE OF NOTCH OR HOLE WHERE NOTCH OR HOLE IS MORE THAN 1/3 WIDTH OF SILL PLATE 5/8" ANCHOR ROD @4'-0" O.C. MAX. W/STD. WASHER 7" MIN. EMBED. UNO IN SHEAR WALL SCHEDULE 2x BLK'G W/(2)16d (2)16d END NAILS 2x PLATE W/ (4)16d FOUNDATION REINFORCING NOT SHOWN FOR CLARITY 2x STUDS PER PLAN PLAN W SCALE:NTS. J BOLT AND NOUTCH IN SILL PLATE 91 8" MAX. 6" MIN. 91 8" MAX. 6" MIN. 5" MAX. PROVIDE HOT DIPPED GALV. ANCHOR ROD AND PLATE WASHERS PER PROJECT SPECS. ANCHOR ROD 1" MIN. THREAD 12 " M I N . BP 5/8" (2 1/2"x2 1/2"x1/4") 2 WSP SIMPSON SDS25600 @ 14" O.C. ALT 16d @ 4" O.C. SIMPSON A35 @16" O.C. ALT. SIMPSON LTP4 @16" O.C. 5/8"ø @48" O.C. W/7" EMBEDMENT (2 MIN.) CRC BRACED WALL SCHEDULE UPPER FLOOR SILL PLATE NAILING ANCHOR ROD SPACING WALL CAPACITY (REDUCE 10% FOR FIRE TREATED WOOD SEE NOTES) NAILINGMATERIALTYP.(EDGE:FIELD) SILL/BOT PLATE 2x 2x SHEAR TRANSFER AT DOUBLE TOP PLATE 1/2" GYPSUM BOARD AS PER ARCH. DWG. ON BOTH FACE 1-1/2"x 0.120" GALVANIZED ROOFING NAIL 7/16" HEAD DIA. OR 1-1/4" LONG 16 GA. @6:6 ON ALL FRAMING MEMBERS GB SIMPSON A35 @16" O.C. ALT. SIMPSON LTP4 @16" O.C. 5/8"ø @48" O.C. W/7" EMBEDMENT (2 MIN.) PORTLAND CEMENT PLASTER PLUS GYPSUM BOARD ON THE OTHER FACE 1-1/2" LONG, 11 GAGE, 0.12" DIA., 7 16" DIA., HEAD NAILS @6:6 ON ALL FRAMING MEMBERS PCP SIMPSON SDS25600 @ 14" O.C. ALT 16d @ 4" O.C. SIMPSON A35 @16" O.C. ALT. SIMPSON LTP4 @16" O.C. CRC TABLE BLOCK HORIZONTAL BWP JOINTS 5/8"ø @48" O.C. W/7" EMBEDMENT (2 MIN.) SIMPSON SDS25600 @ 14" O.C. ALT 16d @ 4" O.C. CRC TABLE BLOCK HORIZONTAL BWP JOINTS 2x3/8" APA RATED STRUCT-I PLYWD. 8d @6:6 W/ MIN. 1 1/2'' PENETRATION TYPICAL CRC BRACED WALL SCHEDULE4 W SCALE:NTS. NOTE: FOR MORE INFORMATION AND NOTES SEE DETAIL 1/S1.21. W SCALE:NTS. ALTERNATE T&B PLATE SHEAR WALL E.N. DETAIL NOTES: 1. * AT CONTRACTOR'S OPTION: E.N. CAN BE STAGGERED TO EA. MEMBER OF DOUBLE T&B PLATE. ADD 16d@6" O.C. FOR ALL WALLS W/ SINGLE SIDED SHT'G AND 16d@3" O.C. STAGGERED FOR ALL WALLS W/ DOUBLE SIDED SHT'G. ADDITIONAL 16d NAILS OCCUR AT T.PLATE ONLY. 2. FOR REMAINDER OF INFORMATION NOT SHOWN SEE SHEAR WALL SCHEDULE AND DETAILS. SHEAR WALL SHEATHING WHERE OCCURS SHEAR WALL SHEATHING E.N. * STAGGERED E.N. FRAMING WHERE OCCURS * STAGGERED E.N. E.N. * STAGGERED E.N. E.N.FLOOR OR ROOF JOIST PER PLAN * ADDED 16d NAILING (2)2x BLK'G SHEATHING PER PLAN 3 CRC TABLE BLOCK HORIZONTAL BWP JOINTS 5/8" GYPSUM BOARD AS PER ARCH. DWG. ON BOTH FACE 1-3/4"x 0.120" GALVANIZED ROOFING NAIL 7/16" HEAD DIA. OR 1-1/4" LONG 16 GA. @6:6 ON ALL FRAMING MEMBERS PROJECT CLIENT 0'2'4'8'16' SHEET TITLE 922 W PARK LN, SANTA ANA, CA 92706 KAWEHI HOLOMALIA, KEKANI112299@YAHOO.COM FOR FIELD VERIFICATION AND CITY PERMIT ONLY SAZAN INC. 77 Waldorf, Irvine, CA 92612 S1.21 TYPICAL WOOD DETAILS 07/07/2025 EXP. 06-30-2026 2 W SCALE:NTS. SHEAR TRANSFER AT ROOF SIMPSON H2.5ASIMPSON A35 CEILING JOIST PER PLAN WHERE OCCUR A35 EACH BLOCK U.N.O. PER SHEAR WALL SCHEDULE H2.5A INSTALLED AT 48" O.C. (OR AT PLYWOOD EDGE JOINTS) MI N . 6 " E.N. E.N. ROOF SHT'G PER PLAN ROOF RAFTER PER PLAN (7)16d MIN. COMMON NAILS EA. END. SHEAR WALL PER PLAN PLY WOOD MAY OTHER SIDE DBL. 2xTOP PLATE 2xRIM 2xBLK'G STUD WALL PER PLAN UNO PER SHEAR WALL SCHED. SCALE:NTS. W LUS HANGER PER PLAN BEAM PER PLAN SIMPSON HANGER CEILING JOIST PER PLAN JOIST CONNECTION TO BEAM CEILING JOIST PER PLAN 9W SCALE:NTS. 1 DETAIL A PLAN NOTE: ALL BLOCKED AND UNBLOCKED DIAPHRAGMS (ROOF AND FLOOR) SHALL BE CONSTRUCTED AS FOLLOWS: 1. REVIEW THE PLAN NOTES AND DRAWINGS FOR ADDITIONAL REQUIREMENTS OF FLOOR AND ROOF CONSTRUCTIONS. 2. WOOD STRUCTURAL PANELS SHALL CONFORM TO THE REQUIREMENTS FOR THEIR TYPE IN DOC PS 1 OR DOC PS2. 3. WHERE DIAPHRAGMS ARE DESIGNATED AS BLOCKED, ALL JOINTS IN SHEATHING SHALL OCCUR OVER AND BE FASTENED TO COMMON FRAMING MEMBERS OR COMMON BLK'G. THE SIZE AND SPACING OF FASTENERS AT WOOD-FRAME DIAPHRAGM BOUNDARIES AND PANEL EDGES SHALL BE AS SPECIFIED ON THESE DWGS. 4. PANELS SHALL NOT BE LESS THAN 4' X 8' EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING WHERE MIN. PANEL DIMENSION SHALL BE 24" UNLESS ALL EDGES OF THE UNDERSIZED PANELS ARE SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR BLK'G. INDIVIDUAL SHEET OF SHEATHING SHALL NOT BE LESS THAN 2'-0" IN THEIR LEAST PLAN DIMENSION NOR LESS THAN 8 SQ.FT. IN AREA. 5. FOR UNBLOCKED DIAPHRAGMS, THE BLK'G BTWN. SUPPORTING STRUCTURAL MEMBERS AT PANEL EDGES IS NOT REQD. 6. NAILS SHALL BE LOCATED AT LEAST 3/8" FROM THE EDGES OF PANELS.MAX. NAIL SPACING AT PANEL EDGES SHALL BE 6" ON CENTER. 7. NAILS ALONG INTERMEDIATE FRAMING MEMBERS AND BLK'G FOR PANELS SHALL BE THE SAME SIZE AS INSTALLED AT THE PANEL EDGES. 8. MAX. NAIL SPACING SHALL BE 6" ON CENTER WHEN SUPPORT SPACING OF 48" ON CENTER IS SPECIFIED AND 12" ON CENTER FOR CLOSER SUPPORT SPACINGS. 9. THE WIDTH OF THE NAILED FACE OF FRAMING MEMBERS AND BLK'G SHALL BE 2" NOMINAL OR GREATER AT ADJOINING PANEL EDGES EXCEPT THAT A 3" NOMINAL OR GREATER WIDTH AT ADJOINING PANEL EDGES AND STAGGERED NAILING AT ALL PANEL EDGES ARE REQD. WHERE: 9.1. NAIL SPACING OF 2-1/2" ON CENTER OR LESS AT ADJOINING PANEL EDGES IS SPECIFIED, OR 9.2. 10D COMMON NAILS HAVING PENETRATION IN-TO FRAMING MEMBERS AND BLK'G OF MORE THAN 1-1/2" ARE SPECIFIED AT 3" ON CENTER OR LESS AT ADJOINING PANEL EDGES. 10. SPECIFIED STRAPS OR HOLDOWN SYSTEM SHALL BE USED TO SPLICE THE WALL TOP PLATES, SILL/BOT PLATES, BEAMS OR OTHER DRAG ELEMENTS. SHEATHING SHALL NOT BE USED TO SPLICE THE PLATES OR BEAMS. 11. TONGUE-AND-GROOVE SHEATHING SHALL BE INSTALLED W/ THE TONGUES UP ON SLOPED OR PITCHED ROOFS W/ PATTERN FACES DOWN. 12. WHERE RAFTER OR JOIST. LAP SPLICE OCCURS AND PLYWOOD JOINT IS CONTINUES,SEE DETAIL B. BRIDGING/BLK'G IS REQD. AT 96" O.C.MAX. SEE DETAILS C AND D. 13. SHEATHING NAILS OR OTHER APPROVED SHEATHING CONNECTORS SHALL BE DRIVEN SUCH THAT THEIR HEAD OR CROWN IS FLUSH W/ THE SURFACE OF THE SHEATHING OVER-DRIVEN NAILS SHALL NOT BE PERMITTED AND SHALL BE DEEMED UNSATISFACTORY. 14. AT UNBLOCKED DIAPHRAGMS, NAIL SPACING AT DIAPHRAGM BOUNDARIES AND SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6” O.C.AND FIELD NAILING SHALL NOT BE SPACED MORE THAN 12”O.C. 15. AT BLOCKED DIAPHRAGMS,NAIL SPACING AT DIAPHRAGM BOUNDARIES AND AT ALL CONTINUES PANEL EDGES SHALL NOT BE MORE THAN 6 IN. NAIL SPACING AT ALL OTHER PANEL EDGES SHALL NOT BE MORE THAN 6 IN. CONT. PANEL JOINT IN BOTH DIRECTIONS SHALL NOT BE PERMITTED. FIELD NAILING SHALL NOT BE SPACED MORE THAN 12” O.C. NOTE: THE LOWER ENDS OF CROSS BRIDGING SHALL BE DRIVEN UP AND NAILED AFTER THE SHEATHING HAS BEEN NAILED. JST. PER PLAN FIELD NAILING B.N. AT ALL CONT. PANEL EDGES PROVIDE 2x BLK'G PER DETAIL A AT BLOCKED DIAPHRAGM DISCONT. EDGE NAILING B.N. SHEATHING SEE PLAN STAG G E R END J O I N T S 4'-0" T Y P . 2'-0" M I N . METAL CROSS BRIDGING PER TJI MANUFACTUREREDGE NAILING TJI PER PLAN 2x4 CONT. W/ 16d@12" O.C. RAFTER OR JOIST. BEYOND AT LAP SPLICE EDGE NAILING SHEATHING JOINT SHEATHING JOINTEDGE NAILING 2x4 FLAT BLK'G W/ (2)10d TOENAILS EA. END RAFTER OR JOIST PER PLAN2x BRIDGING (FULL HEIGHT) 1 1/2" EDGE NAILING 5/16" MAX. 2 1/2" EDGE NAILING 13/16" MAX. 3" EDGE NAILING 1-1/16" MAX.TWO 2x-FRAMING3x-FRAMING2x-FRAMING 1/8" GAP TYP. 3/8" MIN. TYP. FLOOR OR ROOF DIAPHRAGM SHEATHING REQUIREMENTS DETAIL B DETAIL C DETAIL D 1/8" GAP TYP. 3/8" MIN. TYP. 1/8" GAP TYP. 3/8" MIN. TYP. DETAIL E NOTE: PROVIDE REQD. DOUBLE STUDS OR POSTS WHERE HOLDOWNS OCCUR PLAN VIEW BEARING/NON-LOAD BEARING WALL AT INTERSECTIONS DETAIL W SCALE:NTS. 16d@12" O.C. STAGGER 16d@12" O.C. 2x STUDS @16" O.C. UNO CONTINUE SHEAR WALL PANEL TO HOLDOWNS AS SHOWN 3 4 W SCALE:NTS. PENETRATION INTO THE TOP PLATE SECT. A : HFS INSTALLED OVER DOUBLE T.PLATES A - ALTERNATE 1 : HFS INSTALLED TO UNDERSIDE OF DOUBLE T.PLATES A - ALTERNATE 2 : HFS SEPARATED INTO TWO "L" SHAPES TO ALLOW FOR INSTALLATION OVER WD. STR. PANEL SHEATHING OR FOR INSTALLATION AT 2X6 AND GREATER WALL DEPTHS. NOTE: 1. MAX. CLEAR SPAN SPLICE IS 4 1/2" 2. FASTENER QUANTITY IS THE NUMBER OF 16d COMMON NAILS TO BE INSTALLED AT EA. END OF THE SPLICE. 3. WHEN THE DISTANCE FROM THE SPLICE TO THE FIRST NAIL HOLE IS LESS THAN 1" , OMIT THE (2) NAILS IN THE 3" SIDE PLATE AND THE (1) NAIL IN THE 1 1/2" SIDE PLATE CLOSEST TO THE SPLICE. 4. FOR THE HFS24 THAT IS INSTALLED W/ (22) 16d COMMON NAILS ON EA. END OF THE SPLICE (44 TOTAL) THERE IS NO REDUCTION IN THE VALUES. 5. FOR THE HFS36 THAT IS INSTALLED W/ (31) 16d COMMON NAILS ON EA. END OF THE SPLICE (62 TOTAL) THERE IS NO REDUCTION IN THE VALUES. 6. THE 133 COLUMN MAY BE USED FOR WIND AND EARTHQUAKE LOADING. 7. THE 160 COLUMN MAY BE USED FOR WIND ONLY. 8. THE PRODUCT AND INSTALLATION SHALL COMPLATEY W/ LA RR #25759 9. PROVIDE HARDY SADDLE WHERE PLUMBING RISERS PENETRATE BRG. OR SHEAR WALL PLATES TABLE 8.1 : HARDY FRAME ® SADDLE MODEL NUMBER FASTENERS ALLOWABLE TENSION (LBS)ALLOWABLE COMPRESSION (LBS) (TOTAL)(100)(133)(160)(100)(133)(160) HFS24 (24)16d COMMON 2948 3921 4717 1969 2618 2733 HFS36 (32)16d COMMON 4288 5703 5785 1969 2618 2733 ALTERNATE 2ALTERNATE 1SECTION A A OMIT FASTENERS AT THESE HOLES WHEN THE END DISTANCE IS LESS THAN 1" CLEAR SPAN 1 1/2" MAX. W SCALE:NTS. 5 SHEATHINGG ON ONE SIDE SHEAR WALL DETAILS AT INTERSECTIONS 16 " M A X . UN O . PE R P L A N SHEATHING ON BOTH SIDES 16" MAX. UNO. PER PLAN E.N. @6" O.C. UNO PER SHEAR WALL SCHED.COMPRESSION POST W/ E.N. @6" O.C. UNO PER SHEAR WALL SCHED. 2x STUD 2x STUD HOLDOWN PER PLAN HOLDOWN PER PLAN HOLDOWN PER PLAN HOLDOWN PER PLAN 2x STUD 2x STUD COMPRESSION POST W/ E.N. @6" O.C. UNO PER SHEAR WALL SCHED. COMPRESSION 2XSTUD W/ E.N. @6" O.C. UNO PER SHEAR WALL SCHED. 30d@6" O.C. COMPRESSION POST W/ E.N. @6" O.C. UNO PER SHEAR WALL SCHED. W'≥MAX. (WIDTH, HEIGHT, 12'') NOTES: OPENINGS IN HOR. DIAPHRAGMS IN SEISMIC DESIGN CATEGORIES B, C, D AND E W/ A DIMENSION THAT IS GREATER THAN 4 FT (1219 MM) SHALL BE CONSTRUCTED W/ METAL TIES AND BLK'G IN ACCORDANCE W/ THIS SECTION. METAL TIES SHALL BE NOT LESS THAN 0.058" [1.47 MM (16 GALV. GAGE)] IN THICK. BY 1 1/2" (38 MM) IN WIDTH AND SHALL HAVE A YIELD STRESS NOT LESS THAN 33,000 PSI (227 MPA). BLK'G SHALL EXTEND NOT LESS THAN THE DIMENSION OF THE OPNG. IN THE DIRECTION OF THE TIE AND BLK'G. TIES SHALL BE ATTACHED TO BLK'G IN ACCORDANCE W/ THE MANUFACTURER'S INSTRUCTIONS BUT W/ NOT LESS THAN EIGHT 16d COMMON NAILS ON EA. SIDE OF THE HEADER-JOIST INTERSECTION. FLOOR OPENING w, 48" MAX. 24 " M A X . TIE AND BLK'G EQ. TO THE DIMENSION OF OPNG. OPNG. IN ROOF OR FLOOR W6 SCALE:NTS. 4x BLK'G AT STRAP LOCATION (TYP.) JOISTS OR RAFTERS TIE AND BLK'G EQ. TO THE DIMENSION OF OPNG. HANGER PER PLAN CONT. CS14 STRAP W/ BLK'G MIN. W/2 BEYOND OPNG. DOUBLE CONT. ROOF RAFTER W/ E.N.W' W' SCALE:NTS. 7 W BEAM TO POST CONNE. DETAIL INT. CONDITIONEND CONDITION SIMPSON ECCQ SIMPSON CCQ SPLICE WHERE OCCURS AT C.L. OF POST SIMPSON MSTC40 STRAP WHERE OCCURS SIMPSON ECCQ POST CAP SIMPSON CCQ POST CAP BEAM PER PLANBEAM PER PLAN POST PER PLANPOST PER PLAN EQ.EQ. 8 WOOD BEAM TO WOOD POST CONNE. SCALE:NTS. W SIMPSON A34 A34 EA. SIDE OF POST POST WITHIN WALL WOOD BEAM PER PLAN PROVIDE SIMPSON A34 EA. SIDE OF BEAMS BEAM PER PLAN POST PER PLAN DOUBLE TOP PLATE SECTION A A PROJECT CLIENT 0'2'4'8'16' SHEET TITLE 922 W PARK LN, SANTA ANA, CA 92706 KAWEHI HOLOMALIA, KEKANI112299@YAHOO.COM FOR FIELD VERIFICATION AND CITY PERMIT ONLY SAZAN INC. 77 Waldorf, Irvine, CA 92612 S1.22 TYPICAL WOOD DETAILS 07/07/2025 EXP. 06-30-2026 2 W SCALE:NTS. SPLICE LENGTH AND FASTENERS PER TABLE BELOW W 4 SCALE:NTS. JOISTS PERPENDICULAR TO INTERIOR WALL SCALE:NTS. 3 WSMALL OPNG. IN SHEAR WALL DETAIL MOSEL NO.GA. STRAP LAP SPLICE MINIMUM FASTENERS PER SPLICE MIN SPLICE LENGTH, LSP (IN.) CMST12 12 (22) 0.148 x 2 1/2 21 CMST14 14 (15) 0.148 x 2 1/2 15 CMSTC16 16 (11) 0.148 x 2 1/2 10 CS14 14 (6) 0.148 x 2 1/2 9 CS16 16 (5) 0.148 x 2 1/2 8 CS20 20 (5) 0.148 x 2 1/2 8 CSHP18 18 (7) 0.148 x 2 1/2 9 CSHP20 20 (6) 0.148 x 2 1/2 8 SPLICE LENGTH AND FASTENERS PER TABLE BELOW LSP NOTE: 1. SEE PP. 266-267 FOR STRAPS AND TIES GENERAL NOTES. 2. 0.148" X 2 1/2" NAILS CAN BE RAPIACED BY 0.148"X 3 1/4" NAILS.NO OTHER NAIL SUBSTITUTION IS ALLOWED FOR LAP SPLICES 3. REFER TO THE APPLICABLE CODE FOR MIN. EDGE DISTANCE AND MIN. END DISTANCE. 4. NO STRAP MODIFICATION IS ALLOWED AND THE SPLICE MUST MEET BOTH THE MIN. NUMBER OF NUMBER OF FASTENERS AND THE MIN. SPLICE LENGTH. (2)2x T.PLATE 2x STUDS JOIST PER PLAN JOIST PER PLAN A35 @16" NAILING BETWEN JOISTS (3)16d MIN. COMMON NAILS2x BLK'NG 6" MIN. LAP 3-8d COMMON TOENAIL EACH JOIST SIMPSON A35 NOTES: 1. PROVIDE PERFORATIONS IN SHEAR WALL PER THIS DETAIL ONLY WHERE NOTED ON PLANS, OR OBTAIN ENGINEER'S APPROVAL. 2. AT SHEAR WALL W/ SHEATHING ON BOTH SIDES PROVIDE STRAPS EA. SIDE OF WALL. (2) 2x BLK'G, TYP.SEE PLAN FOR SHEARWALL PROVIDE SHEATHING BOUNDARY NAILING AROUND OPNG.ROUND OPNG. WHERE OCCURS CMSTC16 STRAP @ TOP & BOT OF OPNG. PERFORATION IN SHEAR WALL SEE NOTE 1 10" MAX.20" MIN. 10" MA X . FLOOR TO FLOOR CONNECTION BY MSTA & MSTC STRAP W SCALE:NTS. 6 MODEL NO. CLEAR SPAN (IN.) FASTENERS TOTAL (IN.)ALLOWABLE TENSION LOAD (DF/SP) MSTA49 18 (26) 0.148 x 2 1/2 2,020 MSTC28 18 (12) 0.148 x 3 1/4 1,150 MSTC40 18 (28) 0.148 x 3 1/4 2,690 MSTC52 18 (44) 0.148 x 3 1/4 4,225 MSTC66 18 (64) 0.148 x 3 1/4 5,850 MSTC78 18 (76) 0.148 x 3 1/4 5,850 MST37 18 (20) 0.162 x 2 1/2 2,460 MST48 18 (32) 0.162 x 2 1/2 3,950 MST60 18 (46) 0.162 x 2 1/2 6,235 MST72 18 (62) 0.162 x 2 1/2 6,730 CU T L E N G T H CL E A R S P A N EN D L E N G T H EN D L E N G T H FLOOR TO FLOOR TIE INSTALLATION SHOWING SHEATHING NOT SHOWN FOR CLARITY. PROVIDE MIN. 1 1/6" END DISTANCE FOR CS AND CMST EQUAL NUMBER OF SPECIFIED NAILS IN EA. END ADDITIONAL NAILS ARE REQUIRED IN THE RIM BOARD AREA RAFTERS PER PLAN SIMPSON MSTA24 @EA. RAFTER LRUZ SIMPSON SLOPED HANGER PER SCHEDULE RIDGE BEAM TO RAFTER CONNE. SCALE:NTS. 9 W RIDGE BEAM PER PLAN SIMPSON LRUZSIMPSON MSTA ROOF SHEATHING PER PLAN FILLERB.N. (3)2x6 (3)2x4 4x6 WITH (2)2x6 4x4 WITH (2)2x4 (2)2x6 (2)2x4 4x6 WITH 2x6 4x4 WITH 2x4 F SCALE:NTS. 1 BUILT UP POST 2 1 2" 6" 6" 1 1 2"1 1 2" USE ROW OF STAGGERED 10d COMMON WIRE NAILS (D=0.148'' , L=3'') FOR 2-PLY 11 2" 31 2" 11 2" 2 1 2" 6" 6" 1 1 2"1 1 2" 11 2" 51 2" 11 2" 312" 8" 8" 11 2" 11 2"11 2" 11 2" 21 2" 11 2" 31 2" 11 2" 312" 8" 8" 11 2" 11 2"11 2" USE ROW OF STAGGERED 30d COMMON WIRE NAILS (D=0.207'', L=4 1/2'') FOR 3-PLY (4)2x6 11 2" 51 2" 11 2" 312" 8" 8" 11 2" 11 2" 11 2" 11 2" 21 2" 11 2" USE ROW OF STAGGERED 60d COMMON WIRE NAILS (D=0.238'' , L=6'') FOR 4-PLY 11 2" 31 2" 11 2" 312" 8" 8" 11 2" 11 2" 11 2"11 2" (4)2x4 11 2" 51 2" 11 2" 312" 6" 6" 11 2" 31 2" 11 2" 21 2" USE ROWS OF STAGGERED 30d COMMON WIRE NAILS (D=0.207'' , L=4 1/2'') FOR 4X WITH (1)2X 11 2" 31 2" 11 2" 312" 6" 6" 31 2" 11 2" 11 2" 51 2" 11 2" 11 2" 21 2" 312" 8" 8" 31 2" 11 2" 11 2" USE ROW OF STAGGERED 60d COMMON WIRE NAILS (D=0.238'' , L=6'') FOR 4X WITH (2)2X 312" 8" 8" 31 2" 11 2" 11 2" 11 2" 31 2" 11 2" 11 2" 51 2" 11 2" 11 2" 21 2" BEAM SPLICE SCALE:NTS. 8 W DISCONTINUOUS TOP PLATE w/(1) CMSTC16 36" EA. SIDE BEAM PER PLAN POST PER PLAN CCQ POST CAP CENTER OF SPLICE "MSTC40" STRAP SHEATHING PER PLAN SIMPSON CCQ D/ 6 M A X . D/ 3 M A X . 2" M I N . D/ 4 M A X . A T E N D S SQUARE HOLES AND NOTCHED NOT RECOMMENDED D/ 6 M A X . MAX. LENGTH=D/3 OUTER 1/3 OF SPAN MIDDLE 1/3 OF SPAN: NOTCHING NOT PERMITTED OUTER 1/3 OF SPAN NOTES: FOR LUMBER BEAM: 1. UNLESS PERMITTED BY MANUF. , CUTS, NOTCHES AND HOLES BORED IN TRUSSES, STRUCTURAL COMPOSITE LUMBER, STRUCTURAL GLUE-LAMINATED MEMBERS,CROSS-LAMINATED TIMBER MEMBERS OR I JOISTS SHALL NOT BE PERMITTED. 2. CLEAR DISTANCE BTWN. THE HOLES SHALL NOT BE LESS THAN THE GREATEST OF TWO TIMES THE ADJACENT HOLES, D/3 AND 2". 3. ALL NOTCHES SHOULD BE SEALED W/ A WATER-REPELLENT SEALER, IMMEDIATELY AFTER CUTTING. 4. ROUND THE SQUARE CORNER OF THE NOTCH TO A MIN. 1/2" RADIUS. 5. THE TENSION SIDE OF MEMBERS W/ 4" OR GREATER IN NOMINAL THICK. SHALL NOT BE NOTCHED EXCEPT AT THE ENDS OF THE MEMBERS. FOR ENGINEERED WOOD BEAM(LVL,PSL,LSL): 1. SEE MANUFACTURERS' CATALOGUES/ SPECIFICATIONS. D JOIST DEPTH AT TAPER CUT D/ 4 M A X . D NOT LESS THAN 3 1/2" CANTILEVER NOT TO EXCEED 24" 2" M I N . 2" MIN.Ø≤D/3 2" M I N JOIST SIZE MAX. HOLE MAXIMUM NOTCH DEPTH MAXIMUM END NOTCH 2x4 NONE NONE NONE 2x6 1 1/2 7/8 1 3/8 2x8 2 3/8 1 1/4 1 7/8 2x10 3 1 1/2 2 3/8 2x12 3 3/4 1 7/8 2 7/8 CUTTING, NOTCHING AND BORING IN LUMBER BEAMS AND RAFTERS W SCALE:NTS. D/4 M A X . 2" M I N . D 5 COMPRESSION SIDE NOTE: FOR BEAM DEPTH OF 3-1/2, 5-1/2, AND 7-1/4", THE MAXIMUM HOLE DIAMETER IS 3/4, 1-1/8, AND 1-1/2", RESPECTIVELY. FOR DEEPER BEAMS, THE MAXIMUM HOLE DIAMETER IS 2". THE MAXIMUM NUMBER OF HOLES FOR EACH SPAN IS LIMITED TO 3. HOLES SHOULD NOT BE CUT IN CANTILEVERS. (A) SQUARE END BRG. COMPRESSION SIDE (B) SLOPE END BRG.(C) SLOPED END CUT FOR ROOF DRAINAGE MAX. 1/3 OF THE SPAN (D) COMPRESSION SIDE NOTCH 0.4D MAX. De> 0.6D MAX. 1/3 OF THE SPAN <0.5D D (E) TENSION SIDE NOTCH 0.1D MAX. De> 0.9D D MICROLLAM LVL AND PARALLAM PSL HOLE ZONE PERMISSABLE HOR. ROUND HOLE LOCATIONS FOR LVL BEAMS UNDER UNIFORM LOADS D D <0.5D D D De> 0.6D 1/3E TIMBER STRAND LSL ALLOWED HOLE ZONE MIN. HOR. SPACING= 2x DIA. OF THE LARGEST HOLE CUTTING, NOTCHING AND BORING IN ENGINEERED WOOD BEAMS (LVL, PSL, LSL)7 W SCALE:NTS. D/ 3 D/ 3 D/ 3 D D 1/3 TIMBER STRAND LSL HOLE ZONE MICROLLAM LVL AND PARALLAM PSL ALLOED HOLE ZONE (MIDDLE 1/3 SPAN) PROJECT CLIENT 0'2'4'8'16' SHEET TITLE 922 W PARK LN, SANTA ANA, CA 92706 KAWEHI HOLOMALIA, KEKANI112299@YAHOO.COM FOR FIELD VERIFICATION AND CITY PERMIT ONLY SAZAN INC. 77 Waldorf, Irvine, CA 92612 S1.23 TYPICAL WOOD DETAILS 07/07/2025 EXP. 06-30-2026 1 W SCALE:NTS. EXT. WALL ELEVATION (FOR SHEARWALL, SEE SHEARWALL DETAIL) 2 MIN. DIM. OF HEADER FOR NON-LOAD BRG. WALL NOTES: 1. HEADER SCHEDULE SHALL NOT BE USED AT LOCATION WHERE HEADERS SUPPORT OTHER STRUCTURAL ELEMENTS SUCH AS BRG. WALLS, BEAMS, OR POSTS. 2.SPANS OVER 12' TO BE SPECIFICALLY SHOWN ON THE PLANS. 3.(2)2X OR (3)2X MAY BE USED IN-LIEU OF 4X & 6X MEMEBERS RESPECTIVELY. W SCALE:NTS. 3 W SCALE:NTS. POST SPLICE CONNE. DETAIL POST SEE PLAN SIMPSON A34 W/ SDS SCREW EA. SIDE JOIST SEE PLAN FOR DIRECTION POST SEE PLAN (2)2x TOP PLATE PROVIDE SOLID BRG. UNDER POST/JACK STUD SILL PLATE 2x STUD WHERE OCCUR 2x STUD WHERE OCCUR SIMPSON A34 OPTION I NOTE: 1. NAILS CONNECTING SIMPSON DTC CLIP TO JOIST SHALL BE HAMMERED NEARLY FLUSH, NOT COMPLETELY FLUSH. NAILS CONNECTING SIMPSON DTC CLIP TO TOP PLATE SHALL BE HAMMERED FLSUH. 2. AT CONTRACTOR'S OPTION PROVIDE (1)2x TOP PLATE AND (1)1x TOP PLATE IN LIEU OF (2)2x TOP PLATES. GAP SHALL BE GREATER THE 1/2" BUT LESS THAN OR EQUAL TO 1 IN. 3. 2x BLK'G AT PLYWOOD JOINTS OR WHERE WALL EXCEEDS 10'-0" IN HEIGHT SIMPSON DTC NON-LOAD BRG. PARTITIONS CONNE. 16d@48" O.C. 4 W SCALE:NTS. SHEATHING PER PLAN NON-LOAD BRG. STUD WALL (2) 2 X SILL PLATE OR 3X SILL PLATE (2)2x TOP PLATE SEE NOTE #2 16d@48" O.C. SHEATHING PER PLAN NON-LOAD BRG. STUD WALL (2) 2 X SILL PLATE OR 3X SILL PLATE (2)2x TOP PLATE SEE NOTE #2 SIMPSON "DTC" CLIP @24"OC w/ (4)8d NAILS TO BASE AND (2)8d NAILS TO JOIST SEE NOTE 1 10d@4" O.C. AT BLK'G PROVIDE 2x BLK'G (DEPTH TO SUIT) BTWN. WOOD JOISTS @24" O.C. (MAX.) 2x STUD SEE ARCH. FOR SIZE AND SPACING 2x STUD SEE ARCH. FOR SIZE AND SPACING 1" C L R . 1" C L R . NON-LOAD BRG. PARTITIONS CONNE.5 W SCALE:NTS. NOTE: 1. AT CONTRACTOR'S OPTION PROVIDE (1)2x TOP PLATE AND (1)1x TOP PLATE IN LIEU OF (2)2x TOP PLATES. GAP SHALL BE GREATER THE 1/2" BUT LESS THAN OR EQUAL TO 1 IN. 2. 2x BLK'G AT PLYWOOD JOINTS OR WHERE WALL EXCEEDS 10'-0" IN HEIGHT 3. INSTALL SDPW PER SIMPSON RECOMMENDATION. OPTION II 16d@48" O.C. SHEATHING PER PLAN NON-LOAD BRG. STUD WALL (2) 2 X SILL PLATE OR 3X SILL PLATE 16d@48" O.C. SHEATHING PER PLAN NON-LOAD BRG. STUD WALL (2) 2 X SILL PLATE OR 3X SILL PLATE SIMPSON SDPW SCREW @ 24" O.C. PROVIDE 2x BLK'G W/ (3)10d FROM PLYWOOD 2x STUD SEE ARCH. FOR SIZE AND SPACING (2)2x TOP PLATE1/ 2 " M I N . 3 / 4 " M A X . GA P 3 4" OFFSET WHERE NON-BRG. STUD WALL OCCURS ABV. ONLY, PROVIDE 2X6@24" O.C. IN LIEU OF 2X BLOCK NON-LOAD BRG. STUD WALL SIMPSON SDPW SCREW @ 24" O.C. 1/ 2 " M I N . 3 / 4 " M A X . GA P 3 4" OFFSET 3/ 4 " M I N . SHEATHING PER PLAN (2)2x TOP PLATE OR (1)2x + (1)1x TOP PLATES SIMPSON SDPW SCREW USE SDPW19600 FOR (2)2x TOP PLATES AND SDPW14600 FOR (1)2x + (1)1x TOP PLATES 1/ 2 " M I N . 3 / 4 " M A X . GA P 3 4" OFFSET 3/ 4 " M I N . 3/8" PRE-DRILLED HOLE THROUGH TOP PLATES ONLY SUPPORTING MEMBER OVERHEAD 10 " SIMPSON THDB62100H SIMPSON HOLDOWNSIMPSON LSTHSIMPSON A35 SIMPSON CCQANCHOR ROD 1" MIN. THREAD 12 " M I N . BP/BPS 5/8" (3"x3"x1/4") SIMPSON CBSIMPSON A34 NOTE: 1. FOR CLARITY, ONLY TYPICAL CONNECTIONS ARE SHOWN *NOT MORE THAN SPECIFIED SPACING FOR ANCHOR ROD ON SHEAR WALL SCHEDULE. 2. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE INSTALLED NOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD. 2x BLKG SHALL BE PROVIDED AT PLYWD JOINTS FOR ALL WALLS. 3. THE HOLE IN THE PLATE WASHER IS PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3/16" LARGER THAN THE BOLT DIAMETER AND A SOLT LENGTH NOT TO EXEED 1-3/4",PROVIDED THAT A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE NUT. 4. FOR THE BALANCE OF NAILING, SEE CBC TABLE 2304.10.2 ON SHEETS S0 SERIES. 4 1/2" MIN. 12" MAX. TYP. AT ALL DISCONTINUOUS SILL PLATES* TYP. DBL TOP PLATE FACE NAILING 16d@16" O.C. (4)16d AT CORNERS PARTITIONS, TYP. (3)8d COMMON TOENAIL EA. JOIST FLOOR OR ROOF SHEATHING SEE PLAN BLK'G OR CONTINUOUS RIM JOIST (4)8d COMMON TOENAIL 16d@12"OC AT CORNER STUDS CORNER STUDS PER TYP. DETAIL TYP. EXT. SHEATHING W/ EN. @ 6" O.C. & FINAL @ 12" O.C., UNO DOUBLE 2x JACK STUD & KING STUDS FOR SPANS GREATER THAN 6'-0" STUD WALL PER PLAN UNO. PER SHEAR WALL SCHED. 16d @ 12"OC AT DBL KING STUD & JACK STUD SEE NOTE 2 DOUBLE 2x SILL FOR OPNG. OVER 6'-0" PL. SPLICE POST POST CAP SEE PLAN SIMPSON A35, SHEAR TRANSFER CLIPS OR NAILING SEE PLAN & SHEARWALL TABLE (2)2x TOP PLATE 8x D A MI N . 4' MAX. UNO IN SHEARWALL SCHEDULE L<8'-1" SIMPSON A34 EA. END SIMPSON A34 EA. END PL. SPLICE 4'-0" MIN. SIMPSON A34 EACH END C.L. SPLICE AT UPPER PLATE C.L. SPLICE AT LOWER PLATE (2) SIMPSON MSTA49 (2)TOP PLATE SPLICE-OPTION 1 16-16d NAIL ON EACH SIDE THDB62100H BP/BPS 5/8-3 SIMPSON A34 FOUNDATION ATTACH JACK STUD TO KING STUD W/ 16d@12" OC STAGGERED, TYP. SIMPSON A34 EACH END SIMPSON A34 EACH END SIMPSON CB SIMPSON A34 SIMPSON A34 W/ SD SCREW 2x WINDOW SILL WHERE OCCURS (2)2x SILL AT OPNG. WIDER THAN 4'-0") 2x WINDOW SILL WHERE OCCURS (2)2x SILL AT OPNG. WIDER THAN 4'-0") SIMPSON A35 SOLID BLOCKING UNDER ABOVE POSTS SOLID BLOCKING UNDER ABOVE BEAMS SOLID BLK'G UNDER ABV. POSTS (2)10d TOE NAILS (ADD SIMPSON A34 AT OPENING WIDER THAN 6'-0") SIMPSON A34 W/ SD SCREW,TYP. 4 1/2" MIN. 12" MAX.* 4 1/2" MIN. 12" MAX.* 4 1/2" MIN. 12" MAX. TYP. AT ALL DISCONTINUOUS SILL PLATES* 4 1/2" MIN. 12" MAX. TYP. AT ALL DISCONTINUOUS SILL PLATES* SIMPSON A34 SIMPSON A35 4 1/2" MIN. 12" MAX. TYP. AT ALL DISCONTINUOUS SILL PLATES* PROVIDE STUD BELOW SPLICE PROVIDE STUD BELOW SPLICE OPENING OPENING OPENING OPENING OPENING SIMPSON MSTA49 ON EACH JACK STUD UNO PER PLAN(TYP.) TYPICAL (2)16d END NAILS 2x PLATE W/(4)16d 2x BLK'G W/(2)16d HEADER SCHEDULE (SEE NOTES BELOW) UNLESS NOTED OTHERWISE ON PLANS OPG. WIDTH MIN. HEADER SIZE MIN. NUM. OF FULL HEIGHT STUD MIN. NUM. OF JACK STUD NON-BRG.INT .WALL ≤4'-0"4x4/4x6 FLAT 2 2 4'-0"≤W≤6'-0"4x6/6x6 2 2 6'-0"≤W≤8'-0"4x8/6x8 2 2 8'-0"≤W≤10'-0"4x10/6x10 3 3 10'-0"≤W≤12'-0"4x12/6x12 3 3 BEAM PER PLAN (4)16d COMMON NAIL FOR 2X KING (4)40d COMMON NAIL FOR 4X KING (4)SDS25800 SCREW FOR 6X KING TYP. TOP PLATE SPLICE-OPTION 2 MSTC40 WITH 26-10d NAILS ON EACH SIDE SIMPSON MSTA49 EA. SIDE (2)16d EA. SIDE OF SPLICE A - PL. SPLICE 16-16d NAIL (OPTION 1) PL. SPLICEPL. SPLICE MSTC40 (OPTION 2) A - SECTION A: TOP PLATE SPLICE-OPTIONS 1 AND 2 4 1 2" MIN. 12" MAX. 4' MAX. UNO IN SHEARWALL SCHEDULE 4 1 2" MIN. 12" MAX. PROJECT CLIENT 0'2'4'8'16' SHEET TITLE 922 W PARK LN, SANTA ANA, CA 92706 KAWEHI HOLOMALIA, KEKANI112299@YAHOO.COM FOR FIELD VERIFICATION AND CITY PERMIT ONLY SAZAN INC. 77 Waldorf, Irvine, CA 92612 S1.24 TYPICAL WALL DETAILS 07/07/2025 EXP. 06-30-2026 W SCALE:NTS. 1 PLUMBING DETAIL HVAC CHASE (2) ADJACENT BAYS 3-16d FASTENERS EVERY 16" LOAD BEARING WALL W/ HVAC CHASE RPS28Z (NOTE 1) PSPN58Z (NOTE 3) PSPN516Z (NOTE 2) HVAC CHASE IN EXT. OR LOAD BRG. WALL RPS28 (NOTE 1) CTS218 (NOTE 9) PSPN516Z (NOTE 2) MSTC (NOTE 8) NS2 (NOTE 4) SS1.5 (NOTE 5) WATER OR VENT PIPE TO 2ND FLOOR ELECTRICAL WIRING HSS2- 3-SDS3 (NOTE 7)NS1 (NOTE 4) HSS2-SDS1.5 (NOTE 6) SUPPLY LINES NS1 (NOTE 4) NOTES: 1. RPS28 (16 GAUGE) TO REINFORCE TOP PLATE, AND RPS28Z (16 GAUGE ZMAXTM/) TO REINFORCE SILL PLATE. 2. PSPN516Z (16 GAUGE ZMAXTM/) AT TOP OR BOT PLATES 3. PSPN58Z (16 GAUGE ZMAXTM/) AT TOP OR BOT PLATES AND M1308.2 4. NS - NAIL STOPS TO PROTECT PIPING FROM DRYWALL NAILS OR SCREWS. 5. SS1.5 (16 GAUGE) STUD SHOES REINFORCE AND PROTECT PLUMBING IN 2X. AND M1308.2 AND 2308.5.10 6. HSS2-SDS1.5 (16 GAUGE) HEAVY STUD SHOES TO REINFORCE AND PROTECT SINGLE 2X STUDS WHERE PIPE IS LOCATED. USES (12) SDS 1/4" x 11/2" SCREWS (INCLUDED). 7. HSS2-3-SDS3 (16 GAUGE) HEAVY STUD SHOE FOR TRIPLE 2X STUD. USES (12) SDS 1/4" x 3" SCREWS (INCLUDED). AND M1308.2 AND 2308.5.10 8. MSTC (16 GAUGE) AT TOP PLATE 9. CTS218 (14 GAUGE) TO REINFORCE TOP-PLATE FOR BOTH COMPRESSION AND TENSION FORCES 4.1.4 W SCALE:NTS. 2 PSPN516Z LC LCCLCL MODEL NO.GA DIMENSIONS BOTTOM PLATE (12) 0.162" x 3 1/2" NAILS TOP PLATE (16) 0.162" x 3 1/2" NAILS (24) 0.162" x 3 1/2" NAILS ALLOWABLE LOAD (lb.) ALLOWABLE LOAD (lb.) ALLOWABLE LOAD (lb.) DF/SP SPF/HF DF/SP SPF/HF DF/SP SPF/HF W L (160)(160)(160)(160)(160)(160) PSPN516Z 16 5"16 5/16"1320 1145 1760 1530 2640 2290 NOTES: 1. TO MEET THE PRESCRIPTIVE IRC REQUIREMENTS 16d BOX NAILS (0.135" DIA x 31/2") MAY BE USED. 2. ALLOWABLE TENSION LOAD IS 0.75 OF TABLE LOADS WHEN INSTALLED W/ 16d BOX NAILS. 16 5/16" 5" SCALE:NTS. 3 PSPN516Z NAIL STOPPER (TOP OR BOT PLATE REPAIR PLUS PLUMBING LINE PROTECTOR) W SCALE:NTS. 4PSPN58Z NAIL STOPPER (PLUMBING LINE PROTECTOR)W NOTES: PSPN58Z (16 GAUGE ZMAXTM/) AT TOP OR BOT PLATES PSPN58Z PSPN58Z 8" 5" SCALE:NTS. 5 W 4 1/2" MAX. GAP APPLY CTS218 ON THE BOTH SIDES OF BOTH TOP PLATES AT SHEAR/BRACE WALL LINES, UNO SPECIFICALLY APPROVED BY STRUCTURAL ENGINEER IN WRITING. THE GC SHALL RFI THE FIELD CONDITIONS AS REQUIRED. NS NAIL STOPPER (PLUMBING AND ELECTRICAL LINE PROTECTOR) NOTES: NS - NAIL STOPS TO PROTECT PIPING FROM DRYWALL NAILS OR SCREWS. (3) NS1 <1 1/4" NS2 SUPPLY LINES NS NAIL STOPPER (PLUMBING AND ELECTRICAL LINE PROTECTOR) NS1 (NS2 SIMILAR) W L NS1 NOTES: 1. OPTIONAL NAILS : 8d = 0.131" DIA. x 31/2" LONG. MODEL NO.GA.DIMENSIONS W L NS1 14 11 2"3" NS2 11 2"6" SCALE:NTS. 8 W SS3 SS4.5 SCALE:NTS. 9 FOR NON-LOAD BEARING WALL COMPRESSION-TENSION STRAP (TOP PLATE REPAIR) W MODEL NO.GA.STUD SIZE FASTENERS (TOTAL) ALLOWABLE LOADS (lb.) DF/SP LUMBER COMPRESSION FLOOR (100)ROOF (125) SS1.5 16 2X (12) 0.148" x 11 2"500 500 SS2.5 3X (12) 0.148" x 11 2"730 740 SS3 (2) 2X (12) 0.148" x 3"730 830 SS4.5 (3) 2X (14) 0.148" x 3"840 840 3 1/4" 6" 2 1 / 2 " HSS2 HSS2-3 HSS-SDS STUD SHOE FOR LOAD BEARING WALL(NOTCHED STUD REINF. AND PLUMBING LINE PROTECTOR) MODEL NO.GA.STUD SIZE FASTENERS (TOTAL) ALLOWABLE LOADS (lb.) DF/SP LUMBER COMPRESSION TENSION FLOOR (100)ROOF (125) HSS2-SDS1.5 16 2X (12) 1 4" x 11 2" SDS 1165 1165 1025 HSS2-2-SDS3 2-2X (12) 1 4" x 3" SDS 1165 1165 1025 HSS2-3-SDS3 3-2X (12) 1 4" x 3" SDS 990 990 960 HSS4-SDS3 4X (12) 1 4" x 3" SDS 1205 1205 1025 NOTES: 1. INSTALLS OVER PIPE UP TO 23/8" OUTSIDE DIAMETER. 2. SDS SCREWS PROVIDED. 3. ROOF LOADS ARE 125% OF FLOOR LOADS UNLESS LIMITED BY OTHER CRITERIA. FLOOR LOADS MAY BE ADJUSTED FOR LOAD DURATIONS ACCORDING TO THE CODE, PROVIDED THEY DO NOT EXCEED ROOF LOADS. 3 1/4" 7 1 / 8 " 2 3 / 4 " CODES: ICC-ES ESR-2608; FLORIDA FL10864 SCALE:NTS. SS/HSS-SDS STUD SHOE FOR LOAD BEARING WALL (CLR. REQUIREMENTS) W NOTES: 1. DISTANCE BTWN. CENTER LINE OF SUPPLY LINE AND CENTER LINE OF VENT PIPE MUST BE A MIN. OF 67/8" TO PROVIDE ADEQUATE SPACE FOR THE HSS AND NS2. NS2 SUPPLY LINE VENT PIPE HSS 6 7 / 8 " M I N . 1/2" SCALE:NTS. MSTC (HVAC REPAIRS - AT NON-LOAD BEARING OR SHEAR/BRACE WALL LINES TOP PLATE REPAIR (CONSECUTIVE BAYS)) W NOTES: 1. MSTC HAS COUNTERSUNK NAIL SLOTS FOR A LOWER PROFILE. 2. USED WHEN THE TOP PLATES ON TWO CONSECUTIVE BAYS HAVE BEEN REMOVED. 3. TO MEET THE PRESCRIPTIVE IRC REQUIREMENTS, 16d BOX (0.135" DIA. x 31/2" LONG) MAY BE USED. ALLOWABLE TENSION LOAD IS 0.88 OF TABLE LOADS WHEN INSTALLED W/ 16d BOX NAILS. 4. NAILS SHOULD BE EQUALLY DISTRIBUTED TO BOTH TOP PLATES. CODES: ICC-ES ESR-2105 W/ LA SUPPLEMENT; HVAC CHASE (2) ADJACENT BAYS MSTC52 BORED HOLES D/3 2 x 6 = 1 13/16" 2 x 8 = 2 7/16" 2 x 10 = 3 1/16" 2 x 12 = 3 3/4" CUTTING AND NOTCHING *40% ALLOWED NON-BRG. PARTITIONS BRG. WALLS AND PARTITIONS ALLOWABLE BORED HOLE MAX. DIA. 40% OF STUD DEPTH THE EDGE OF BORE HOLE SHALL NOT BE CLOSER THAN 5/8'' TO THE EDGE OF THE STUD IN EA. DIRECTION ALLOWABLE CUT OR NOTCH DEPTH IS 25% OF STUD WIDTH NO BORED HOLES LOCATED AT THE SAME SECTION OF THE STUD WHERE CUT OR NOTCH BORDER HOLE 1 7/16" MAX. IN BRG. WALL 2 3/16" MAN IN NON-BRG. WALL 2X STUDS BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECTION OF STUD AS A CUT OR NOTCH THE EDGE OF BORE HOLE SHALL NOT BE CLOSER THAN 5/8'' TO THE EDGE OF THE STUD IN EA. DIRECTION ALLOWABLE CUT OR NOTCH DEPTH IN 40% OF WIDTH NON-BRG. PARTITIONS WHERE HOLES ARE OVER 1/3 PLATE WIDTH USE G.I. 1 1/2"X16 GA X12" LONG EA. SIDE W/(5) 8d EA. END ALLOWABLE BORED HOLE 60% OF STUD WIDTH ONLY WHERE EA. BORED STUD IS DOUBLED PROVIDED NOT MORE THAN TWO SUCH SUCCESSIVE STUDS ARE BORED STUD NOTCH 2 x 4 STUD= 1 7/16" MAX. 2 x 6 STUD= 2 3/16" MAX. 2 x 4 STUD= 1 4/16" MAX. 2 x 6 STUD= 2 3/16" MAX. BORED HOLE 5/8" MIN. SIMPSON HSS2-2-SDS3 GALVANIZED W SECTION A WHERE FRAMING MEMBER OCCURS ABV. WITHIN PENETRATED STUD SPACE ADD SUPPORT STUD BELOW SECTION B5/ 8 " M I N . EA . S I D E DRILL NEAT HOLE PER SCHEDULE A B TOP PLATES 2" MIN. FROM TOP&BOT OF JOIST PIPE OF CONDUIT NOTCH GREATER THAN 50% OF THE PLATE WIDTH 7/8" MAX.@BEARING WALL 1 13/16"@NON-BEARING WALL *40% ALLOWED ANY NON-BRG. WALL BORED HOLES *40% ALLOWED BRG. WALL BORED HOLE (2)-2 x 4 STUD BORED HOLE<2" BORED HOLES *25% ALLOWED EXT. WALLS AND BRG. PARTITION STUD NOTCH 2 x 4 STUD= 1 7/16" MAX. 2 x 6 STUD= 2 3/8" MAX. 2 x 4 STUD= 1 7/8" MAX. 2 x 6 STUD= 3 5/16" MAX. BORED HOLE 5/8" MIN. SIMPSON HSS2-3-SDS3 GALVANIZED *60% ALLOWED ANY NON-BRG. WALL OR EA. BORED STUD DOUBLED BORED HOLE NOT PERMITTED IN MORE THAN TWO SUCCESSIVE DOUBLED STUDS *60% ALLOWED BRG. WALL BORED HOLE (3)-2 x 4 STUD BORED HOLE<2 1/2" NOTES: 1. ALL NOTCHES SHOULD BE SEALED WITH A WATER-REPELLENT SEALER, IMMEDIATELY AFTER CUTTING 2. ROUND THE SQUARE CORNER OF THE NOTCH TO A MIN. 1/2" RADIUS. 3. BRG. AND NON-BRG. WALLS: a. NOTCHES AND HOLES ARE ONLY PERMITTED IN OUTER 1/3 OF SPAN LENGTH OF STUD b. BORED HOLES SHALL NOT BE LOCATED IN THE SAME CROSS SECTION OF CUT OR NOTCH IN STUD 4. NON-BRG. WALLS: IF HOLE IS BTWN. 40% AND 60% OF STUD DEPTH, THEN STUD MUST BE DOUBLED AND MORE THAN TWO SUCCESSIVE STUDS ARE DOUBLED AND SO BORED. D (DEPTH) D/3 MAX. CUTTING, NOTCHING AND BORING AT STUD WALL 7 6 10 PSPN516Z (16 GAUGE ZMAXTM) NAIL STOPPER (TOP OR BOT PLATE REPAIR PLUS PLUMBING LINE PROTECTOR)HSS-SDS STUD SHOE FOR LOAD BEARING WALL (NOTCHED STUD REINF. AND PLUMBING LINE PROTECTOR) SS STUD SHOE FOR NON-LOAD BEARING WALL SHOE (NOTCHED STUD REINF. AND PLUMBING LINE PROTECTOR) W SCALE:NTS. (2)RPS 22 W/ 8-16d NAILS EA. SIDE 5" MAX. (2)RPS 22 W/ 8-16d NAILS EA. SIDE (2)RPS 22 W/ 8-16d NAILS EA. SIDE MODEL NO.GA.DIMENSIONS FASTENERS (TOTAL) ALLOWABLE TENSION LOADS (lb.) DF/SP ALLOWABLE TENSION LOADS (lb.) SPF/HF MSTC52 16 W L NAILS (160)(160) 3"52 1 4"(16) 0.162" x 31 2"1535 1330 PROJECT CLIENT 0'2'4'8'16' SHEET TITLE 922 W PARK LN, SANTA ANA, CA 92706 KAWEHI HOLOMALIA, KEKANI112299@YAHOO.COM FOR FIELD VERIFICATION AND CITY PERMIT ONLY SAZAN INC. 77 Waldorf, Irvine, CA 92612 S1.25 TYPICAL WOOD DETAILS 07/07/2025 EXP. 06-30-2026 S1.26 NOTES: 1. FOR BALANCE OF NAILING, REFER TO FASTENING SCHEDULE FOR NAILING REQUIREMENTS. 2. ALL EXISTING COMPONENTS SHALL BE VERIFIED IN FIELD. 3. FOR MORE INFORMATION SEE WALL ELEVATION DETAILS. 4. EXISTING HEADER DIMENSIONS SHALL NOT BE SMALLER THAT THE DIMENSIONS SPECIFIED HEADER SCHEDULE (SEE SHEET TYPICAL WALL DETAILS) NOTES: 1. FOR BALANCE OF NAILING, REFER TO FASTENING SCHEDULE FOR NAILING REQUIREMENTS. 2. ALL EXISTING COMPONENTS SHALL BE VERIFIED IN FIELD. 3. FOR MORE INFORMATION SEE WALL ELEVATION DETAILS. 4. EXISTING HEADER DIMENSIONS SHALL NOT BE SMALLER THAT THE DIMENSIONS SPECIFIED HEADER SCHEDULE (SEE SHEET TYPICAL WALL DETAILS) (E) SILL PLATE (E)STUDS @16" O.C., UNO (E) (2)16d MIN. FOR 4'' BEAM DEPTH AT INT. WALL (ADD (2)16d FOR EA. 2"OF ADDITIONAL HEADER DEPTH) (E) SIMPSON A34 AT EXT. WALL (E) SIMPSON A34 AT TOP AND BOT OF FULL HEIGHT STUDS AT EA. END OF THE HEADER (E) JACK STUDS (E) STRAP (E) HEADER W/ NOMINAL DEPTH (E) ANCHOR ROD (N) STUDS. SIZE AND SPACING TO BE MATCH WITH (E)STUDS (E) FULL HEIGHT STUDS AT EXT. WALL (E) STRAPS (E) NAILING @8" (MAX.) (E) HOLD DOWN MIN. ONE ANCHOR AT EA. END (N) 2xUC4A OR HIGHER SILL PLATE (PRESSURE TREATED) 4' MAX. UNO 4 1/2" MIN. 12" MAX. TYP. AT ALL DISCONTINUOUS SILL PLATES* (E) (2)2x TOP PLATES (E) FLOOR/ ROOF SYSTEM (E) UPPER FLOOR WHERE EXISTIS (E) FOUNDATION 1 DOOR TO BE FILLED W SCALE:NTS. SIMPSON A34 (E) SILL PLATE (E) STUDS @16" O.C., UNO (E) (2)16d MIN. FOR 4'' BEAM DEPTH AT INT. WALL (ADD (2)16d FOR EA. 2"OF ADDITIONAL HEADER DEPTH) (E) SIMPSON A34 AT EXT. WALL (E) SIMPSON A34 AT TOP AND BOT OF FULL HEIGHT STUDS AT EA. END OF THE HEADER (E) JACK STUDS (E) STRAP (E) HEADER W/ NOMINAL DEPTH (E) ANCHOR ROD (N)STUDS. SIZE AND SPACING TO BE MATCH WITH (E)STUDS (E) FULL HEIGHT STUDS AT EXT. WALL (E) STRAPS (E) NAILING @8" (MAX.) (E) HOLD DOWN MIN. ONE ANCHOR AT EA. END 4' MAX. UNO 4 1/2" MIN. 12" MAX. TYP. AT ALL DISCONTINUOUS SILL PLATES* (E) (2)2x TOP PLATES (E) FLOOR/ ROOF SYSTEM (E) UPPER FLOOR WHERE EXISTIS (E) FOUNDATION 2 WINDOW TO BE FILLED W SCALE:NTS. SIMPSON A34 (E) 2x WINDOW SILL WHERE OCCURS (2)2x SILL AT OPNG. (WIDER THAN 4'-0") (N) 3xTOP PLATE (N) 20d @6" O.C. (E) (2)10d TOE NAILS (N)BC POST BASE UNO PER PLAN (N)A34 EACH SIDES (TYP.) (N)MSTC66 STRAP EACH SIDE OF (N) POST (N)BEAM PER PLAN WHERE OCCURS (N)POST PER PLAN WHERE OCCURS (N)POST PER PLAN WHERE OCCURS (N)A34 EACH SIDES (TYP.) (N)BEAM PER PLAN WHERE OCCURS (N)POST PER PLAN WHERE OCCURS (N)POST PER PLAN WHERE OCCURS (N)POST PER PLAN WHERE OCCURS (N)A34 EACH SIDES (TYP.) SIMPSON BC SIMPSON BC (N)A34 EACH SIDES (TYP.) (N)A34 EACH SIDES (TYP.) (N)4-8d COMMON TOENAIL AT EACH (N) STUD (N)4-8d COMMON TOENAIL AT EACH (N) STUD (N)BC POST BASE UNO PER PLAN (N)4-8d COMMON TOENAIL AT EACH (N) STUD (N)4-8d COMMON TOENAIL AT EACH (N) STUD (N)CONT. CMSTC16 STRAP EACH SIDE OF (N) POST (N)HDU PER PLAN WHERE OCCURS (N)HDU PER PLAN WHERE OCCURS 48" TYP. 2xBLK'G TYP. 4 1 2" SQ. TO 9" SQ. BLK'G AND E.N. REQ'D 4 1 2" SQ. NO. BLK'G AND E.N. REQ'D 48" TYP. SHEARWALL PENETRATIONS NOTE: 1. HOLES UP TO 4 1 2" SQ. TO NOT RECUIRE BLK'G & E.N. 2.HOLES FROM 4 1 2" SQ. TO 9" SQ. RECUIRE BLK'G & E.N. 3.HOLES LARGER THAN 9" SQ. ARE NOT ALLOWED. 4.HOLES SIZE INCLUDES THE LENGHT OF THE OVERCUT. 5.MAX ACCUMULATED LENGHT OF OPENINGS SHALL NOT EXCEED 20 PERCENT OF THE WALL LENGTH. 6.RECOMMEND CIRCULAR BORED HOLES OR RADIUS CORNER CUTS (TO REDIUS STRESS CONCENTRATIONS). W SCALE:NTS. 16 " 45 ° 16 " 3 4 FLAT SLEEPER DETAIL SIMPSON A35 ROOF SHEATHING A35 CLIP @EACH JOIST 3-16d @EACH RAFTER FLAT SLEEPER PER PLAN 2X BLK'G@16" O.C. ROOF RAFTER PER PLAN ROOF SHT'G PER PLAN (2)A35 CLIP @ EACH JOIST 3 FOR EACH FLAT SLEEPER @EACH RAFTER DOUBLE FLAT SLEEPER PER PLAN ROOF RAFTER PER PLAN ROOF SHT'G PER PLAN ROOF RAFTER ROOF SHEATHING ROOF RAFTER 2X BLK'G@16" O.C. B.N. B.N. W SCALE:NTS. 6 E.N ROOF RAFTER PER PLAN ROOF SHEATING PER PLAN B.N. CEILING JOIST PER PLAN E.N SHEAR WALL PER PLANSTUD WALL PER PLAN UNO. PER SHEAR WALL SCHED. SILL PLATE PER SHEAR WALL SCHED.2x BLK'G E.N STUD WALL PER PLAN UNO. PER SHEAR WALL SCHED. SHEAR WALL PER PLAN A35 PER SHEAR WALL SCHED. DBL. 2x TOP PLATE DBL. 2x TOP PLATE 2x BLK'G A35 PER SHEAR WALL SCHED. E.N CEILING JOIST PER PLAN E.N SHEAR WALL PER PLANSTUD WALL PER PLAN UNO. PER SHEAR WALL SCHED. SILL PLATE PER SHEAR WALL SCHED.2x BLK'G E.N STUD WALL PER PLAN UNO. PER SHEAR WALL SCHED. SHEAR WALL PER PLAN A35 PER SHEAR WALL SCHED. DBL. 2x TOP PLATE DBL. 2x TOP PLATE 2x BLK'G @ 48" O.C. 2 BAYS (TYP.) ROOF RAFTER PER PLANROOF SHEATHING PER PLAN B.N. STRAP PER PLAN INTERIOR SHEAR WALL ( ROOF PERPENDICULAR TO WALL) A35 PER SHEAR WALL SCHED. INTERIOR SHEAR WALL ( ROOF PARALLEL TO WALL) DOUBLE JOIST 2x BLOCKING(2 BAYS) @ 48" O.C. W/ (3)16d EACH END ROOF RAFTER PER PLAN SIMPSON A35 @ 16"O.C. U.N.O. SEE SHEAR WALL SCHEDULE CEILING JOIST PER PLAN ROOF SHEATHING PER PLAN 2x CANTILEVERED JOIST PERPENDICULAR TO ROOF RAFTER @ 16"O.C. W/ (3)-40d NAILING 2x SOLID BLOCKING W/ SIMPSON A35 @ 16" O.C. U.N.O. SEE SHEAR WALL SCHEDULE E.N B.N LESSER OF ("L" OR 2'-0")L" 2x BLK'G @48" O.C. (2 BAYS) 4x BLK'G DBL. 2x TOP PLATE STUD WALL PER PLAN UNO. PER SHEAR WALL SCHED. SHEAR WALL PER PLAN 2x RIM 2x LEDGER W/(2) SDWS22400DB EA. STUD E.N 16d @ 4" O.C. H2.5A INSTALLED AT 48" O.C. (OR AT PLYWOOD EDGE JOINTS) SHEAR WALL AT GABLE (OPTION 1) SHEAR WALL AT GABLE (OPTION 2) C SCALE:NTS. SIMPSON A34 W/SCREW DOUBLE JOIST 2x BLOCKING (2 BAYS) @ 48" O.C. W/ (3)16d EACH END ROOF RAFTER PER PLAN SIMPSON A35 @ 16"O.C. U.N.O. SEE SHEAR WALL SCHEDULE ROOF SHEATHING PER PLAN 2x CANTILEVERED JOIST PERPENDICULAR TO ROOF RAFTER @ 16"O.C. W/ (3)-40d NAILING 2x SOLID BLOCKING W/ SIMPSON A35 @ 16" O.C. U.N.O. SEE SHEAR WALL SCHEDULE E.N B.N LESSER OF ("L" OR 2'-0")L" DBL. 2x TOP PLATE STUD WALL PER PLAN UNO. PER SHEAR WALL SCHED. SHEAR WALL PER PLAN 2x RIM H2.5A INSTALLED AT 48" O.C. (OR AT PLYWOOD EDGE JOINTS) CEILING JOIST PER PLAN 2x 4 @ 48" O.C. (3)10d NAILS SHEAR WALL AT ATTIC E.N E.N SILL PLATE PER SHEAR WALL SCHED. DBL. 2x TOP PLATE A35 PER SHEAR WALL SCHED. 2x BLK'G @48" O.C. (2 BAYS) STUD WALL PER PLAN UNO. PER SHEAR WALL SCHED. A34 W/SCREW PLYWD. JOINT W/ 1/2" GAP SCALE:NTS. 5 W (E)2x4 STUD (TYP.) (N)2x6 STUD (TYP.) 16d @12" O.C. TO SISTER (E) STUD TO (N) STUD (N)2xBLK'G @ 4FT 2xSTUD EXTENSION SISTER CONNECTION (N)DBL.2x TOP PLATE ELEVATION AS PER ARCH.DWG. PROJECT CLIENT 0'2'4'8'16' SHEET TITLE 922 W PARK LN, SANTA ANA, CA 92706 KAWEHI HOLOMALIA, KEKANI112299@YAHOO.COM FOR FIELD VERIFICATION AND CITY PERMIT ONLY SAZAN INC. 77 Waldorf, Irvine, CA 92612 S1.26 TYPICAL WOOD DETAILS 07/07/2025 EXP. 06-30-2026 (E) FP (E) LIVING ROOM (E) MASTER BEDROOM (E) BEDROOM (E) GARAGE (E) BEDROOM (E ) B A T H R O O M (E) CLOSET (E) CLOSET (E) CLOSET (E) STORE ATTIC FAU AA (N) ENTRY 8' CLG (N) DINING ROOM (N) KITCHEN 8' CLG (N) FRONT PORCH (N) LIVING ROOM (E ) M A S T E R B A T H CA 2 4 " X 1 8 " . CA 2 4 " X 1 8 " . W D REFD/W (N) LAUNDRY/PANTRY (E) FP (E) LIVING ROOM (E) MASTER BEDROOM (E) BEDROOM (E) GARAGE (E) BEDROOM (E ) B A T H R O O M (E) CLOSET (E) CLOSET (E) CLOSET(E) STORE ATTIC FAU AA (N) ENTRY 8' CLG (N) DINING ROOM (N) KITCHEN 8' CLG (N) FRONT PORCH (N) LIVING ROOM (E ) M A S T E R B A T H CA 2 4 " X 1 8 " . CA 24 " X 1 8 " . W D REFD/W (N) LAUNDRY/PANTRY FOUNDATION PLAN SCHEDULE SYMBOL DESCRIPTIONS SCALE: 1/4"=1'-0"FLOOR AND FOUNDATION PLAN1 INDICATES SHEARWALL TYPE FOR SHEARWALL SCHEDULE SEE 1/S1.21 INDICATES MINIMUM LENGTH OF SHEARWALL SWXX (#'-#") INDICATES HOLDOWN TYPE X INDICATES WOOD POST MARK, SEE POST SCHEDULE C# HDU X # S#.##INDICATES SECTION INDICATES SHEET NUMBER INDICATES DETAIL NUMBER ON THE SHEET S#.## # INDICATES CALLOUT #INDICATES REVISION ON DRAWINGS INDICATES VIEW# S#.## INDICATES LOAD BEARING WALL BW FOUNDATION PLAN NOTES (E ) B E A M (E ) B E A M (E ) B E A M DBL. (N) FLOOR JOIST UNDER KITCHEN ISLAND (N)CRAWL ACCESS PER ARCH. DWG. SEE DETAIL 1/S1.02 (N)4xLEDGER JOIST & HANGER SCHEDULE UNO ON PLAN MARK JOIST SIZE HANGER (N)FJ1 2x6 @16" O.C.- (N)DJ1 2x8 @16" O.C.- POST SCHEDULE UNO ON PLAN MARK POST SIZE (N)C44 4x4 (N)C46 4x6 (N)C66 6x6 (N ) 4 x 6 S1.02 02TYP. (N)FJ1 SCOPE OF WORK (FLOOR AND FOUNDATION PLAN) INDICATES (E) FOUNDATION UNO ON PLAN INDICATES (N) FOUNDATION UNO ON PLAN F D 8 A B 7 9 C E G H I J K 1 2 3 4 5 6 10 11 (N)DJ1 (N) C 4 4 (N) C 4 6 (N) C 4 4 (N) C 4 4 (N) C 4 4 (N)FJ1 (N)FJ1 (N)FJ1(N)FJ1 (N)2x14 NO.1 UC4A P.T. STRINGER @12" O.C. (N)GH46-8 HANGER (N)DBL.2x4 1 . T HE S E D R A W I NG A R E BAS E D ON T HE B ES T A VAI L A B L E S OU R C ES AN D D O N O T A DD R ES S T H E F IE L D CONDITIONS. THE CONTRACTOR SHALL VER IFY ALL FIELD CONDITIONS AND ALL EXISTING STR UCTURAL E L E M E N T S S P E C I F I E D A S V E R I F I E D I N F I E L D (V .I .F .) P R I O R T O C O M M E N C I N G T H E W O R K . A N Y DISCREPANCIES BETWEEN THESE DRAWINGS AND FIELD CONDITIONS SHALL BE REPORTED TO THE AEOR A N D S E OR . NO WOR K SHALL BE P ER FO RMED IN THE A FF E CTED A R E AS UNTIL T HE DISCR EP ANCI ES AR E RESOLVED. 2. NO CUTTING, DRILLING, DEMOLITION OR DESTRUCTIVE WORK ON CONCRETE OR WOOD ELEMENTS SHALL BE PERMITTED UNLESS ALL REINFORCING STEEL INCLUDING PT TENDONS, BEARING WALLS, SHEAR WALLS, BEAMS,AND DIRECTIONS OF JOISTS AND RAFTERS THAT WILL BE AFFECTED ARE POSITIVELY IDENTIFIED. 3. CO N T R A C TO R IS SO LE L Y R E SPO N S I B LE F O R PR OT EC TI O N O F A L L S T R U C T U R AL , N O NS T R UC TUR A L , ARCHITECTURAL, FINISHING, ELECTRICAL AND MECHANICAL COMPONENTS WHICH ARE NOT DESIGNATED FOR DEMOLITION OR NEW CONSTRUCTION. ANY DAMAGES CAUSED BY THE CONTRACTOR OR SUBCONTRACTORS SHALL BE REPAIRED BY THE CONTRACTOR AT NO COSTS TO THE ENGINEERS OR OWNER. 4. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS INTO THE SHOP DRAWINGS AND FIELD WORK. 5. ALL ELEVATIONS, SLOPES, DRAINAGE, DIMENSIONS OF OPENINGS, PENETRATIONS, DEPRESSIONS, AND LAYOUT AND GEOMETRY OF NONSTRUCTURAL ELEMENT SUCH AS BUT NOT LIMITED TO PARTITION, WINDOWS, PLUMBING, ARE NOT INCLUDED IN THE STRUCTURAL ENGINEERING SCOPE OF WORK AND SHALL NOT BE THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER. REFER TO THE DRAWINGS FROM OTHER PROFESSIONS FOR THE INFORMATION MENTIONED ABOVE. 6. FOR CONSTRUCTION NOTES AND TYPICAL SYMBOLS DESCRIPTIONS, SEE S0 SERIES SHEETS. 7. FOR TYPICAL DETAILS, SEE S1 SERIES SHEETS. DETAILS AND SCHEDULES INDICATED AS 'TYPICAL' MAY NOT BE SPECIFICALLY REFERENCED ON DRAWINGS. DETERMINE WHERE EACH TYPICAL DETAIL OR SCHEDULE APPLIES BEFORE PROCEEDING WITH WORK. 8. SEE ARCH./CIVIL DWGS. FOR CONCRETE SLAB ELEVATIONS, DEPRESSIONS, SLOPES, OPENINGS, CURBS, DRAINS, TRENCHES, SLAB EDGE LOCATIONS, ETC., AND FOR WALL OVERALL DIMENSIONS, LOCATIONS OF OPENINGS, ETC., NOT INDICATED ON STRUCTURAL DWGS. 9. HOLD-DOWNS& ANCHORS HARDWARE MUST BE SECURED IN PLACE PRIOR TO CALLING FOR FOUNDATION INSPECTION. WET SETTING ANCHORS IS PROHIBITED. 10. APPROVED PLATE WASHERS SHALL BE USED FOR HOLD-DOWN CONNECTOR BOLTS INTO WOOD FRAMING. HOLD-DOWNS SHALL BE FINGER TIGHT AND 1/2 WRENCH TURN JUST PRIOR TO COVERING WALL FRAMING. 11. STANDING WATER SHALL BE REMOVED FROM THE FOUNDATION EXCAVATIONS PRIOR TO THE CONCRETE PLACING. 12. UNO IN ARCH./CIVIL DWGS. SURFACE OUTSIDE THE HOUSE NEEDS TO HAVE 5% SLOPE (UNPAVED SURFACE) & 2% SLOPE (PAVED SURFACE) AWAY FROM THE STRUCTURE. 13. ANCHOR BOLTS IN CONTACT WITH PRESSURE TREATED SILL PLATE SHALL BE OF HOT-DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. 14. MINIMUM EDGE DISTANCE FOR ANCHOR BOLTS SHALL BE 1-3/4". ALL ANCHOR BOLTS SHALL INCLUDE A MINIMUM 0.229"X3"X3" STEEL PLATE WASHER .THE HOLE IN THE PLATE WASHER SHALL BE PERMITTED TO BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3/16" LARGER THAN THE BOLT DIAMETER AND A SLOT LENGTH NOT TO EXCEED 1-3/4" ,PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE NUT .THE PLATE WASHER SHALL EXTEND TO WITHIN 1/2" OF THE EDGE OF THE BOTTOM PLATE ON THE SIDE(S )FOR SHEATHING WITH SHEAR DESIGN VALUES EXCEEDING 400PLF. 15. THE FOUNDATION PLAN SHOWS THE GENERAL LAYOUT OF THE FOUNDATION. FOR LOCALIZED SIZE CHANGES AT THE HOLD-DOWNS, REFER TO TYPICAL DETAILS. AT ALL HOLD-DOWN LOCATIONS, FOUNDATION SHALL BE CONSTRUCTED WITH THE DIMENSIONS SPECIFIED IN TABLE FOR HOLD-DOWN ANCHOR SCHEDULE SEE SHEET S1.01. 16. ALL WOOD MEMBERS IN CONTACT WITH MASONRY AND CONCRETE SHALL BE PRESSURE-TREATED AND CONFORM TO THE REQUIREMENT OF "AWPA U1" FOR CATEGORY UC4A OR BETTER. 17. WOOD AND WOOD BASED MATERIALS USED RAISED FLOOR SYSTEMS INCLUDING JOISTS AND BEAMS SHALL CONFORM TO THE REQUIREMENTS OF "AWPA U1" FOR CATEGORY UC3B OR HIGHER. 18. NO HORIZONTAL COLD JOINTS OTHER THAN THE LOCATIONS SHOWN ON THESE DRAWINGS SHALL BE PERMITTED IN FOUNDATION CONSTRUCTION. ALL CONSTRUCTION JOINTS SHALL BE SUBMITTED TO SEOR FOR REVIEW. 19. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE INSTALLED NOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD. 2x BLKG SHALL BE PROVIDED AT PLYWD JOINTS FOR ALL WALLS. 20. SPECIAL SOIL CONDITIONS AND PROPERTIES SUCH AS LIQUEFACTION ZONES; ADJACENT TO OR WITHIN AREAS PRONE TO LANDSLIDE, SLOPED LOTS GREATER THAN 1 UNIT VERTICAL UNITS HORIZONTAL ARE NOT INCLUDED IN THIS SCOPE OF WORKS AND NOT CONSIDERED FOR FOUNDATION DESIGN. OWNER SHALL HIRE A SOIL ENGINEER TO VERIFY THESE CONDITIONS AND THEIR EFFECTS ON STRUCTURAL ELEMENTS. 21. CONSTRUCTION BELOW THE RAISED FLOOR AND AT CRAWL SPACE INCLUDING LUMBERS AND TIMBERS SHALL BE GRADE 1 OR BETTER , JOISTS & BEAM THAT ARE AT LEAST 18" ABOVE GROUND SHALL BE CATEGORY 3B OR HIGHER AND POSTS, SILL PLATES AND BEAMS AND JOISTS LESS THAN 18" ABOVE THE GROUND SHALL BE CATEGORY 4A OR HIGHER AS SPECIFIED BY AWPA STANDARD U1. 22. ALL CRIPPLE WALLS SHALL BE BRACED. 23. ALL TOP AND BOTTOM CONTINUAL/ LONGITUDINAL BARS IN STRIP FOUNDATIONS SHALL HAVE STANDARD HOOKS AT THE ENDS. 24. ALL TOP AND BOTTOM DISCONTINUED/ LOCAL BARS ( IN BOTH DIRECTIONS ) AT THE PAD/ ISOLATED FOUNDATIONS SHALL HAVE STANDARD HOOKS AT THE ENDS. 25. ALL SOG BARS SHALL HAVE STANDARD HOOKS AT THE ENDS. 26. FOR DRAINAGE LAYOUT AND REQUIREMENTS, SEE ARCHITECTURAL/CIVIL DRAWINGS. DRAINAGE IS NOT INCLUDED IN STRUCTURAL ENGINEER'S SCOPE OF WORK. 27. WHERE THE STEEL COLUMNS ARE EXPOSED TO WEATHER, BASE PLATES AND COLUMNS UP TO 12" ABOVE THE CONCRETE SLAB SHALL BE COATED WITH MIN. 2 COATS OF MACROPOXY 646. 28. ALL PERMANENT STEELS IN CONTACT WITH WEATHER SHALL BE PROTECTED FOR CORROSION. 29.ALL HANGERS ,COLUMN CAPS ,AND COLUMN BASES ARE MINIMUM REQUIREMENTS ,PRIOR TO ORDER ALL OF THEM SHALL BE CHECKED BY THE CONTRACTOR / FRAMER ANY DISCREPANCY SHALL BE REPORTED TO SEOR. 30. FOR ALL BASE PLATES AND STEELS THAT ARE OUTSIDE OR UNDER GROUND, APPLY MIN. 2 COATS OF MACROPOXY 646 WITH MINIMUM 8 MILS THICKNESS. 31. THE LOCATION, DIMENSIONS, AND SPECIFIC REQUIREMENTS FOR MECHANICAL EQUIPMENT PADS, INCLUDING HEAT PUMP UNITS AND CONDENSERS, SHALL BE COORDINATED BY THE ARCHITECT WITH THE MECHANICAL ENGINEER, EQUIPMENT MANUFACTURER, AND OTHER RELEVANT DISCIPLINES. FINAL PAD DIMENSIONS, CLEARANCES, ANCHORAGE REQUIREMENTS, AND EQUIPMENT LOADS SHALL BE PROVIDED BY THE MECHANICAL ENGINEER AND/OR MANUFACTURER. 32. THE STRUCTURAL ENGINEER OF RECORD (SEOR) SHALL PROVIDE THE STRUCTURAL DESIGN OF THE PAD (E.G., THICKNESS, REINFORCEMENT) BASED SOLELY ON THE MECHANICAL LOADING AND LOCATION INFORMATION FURNISHED BY OTHERS. THE SEOR ASSUMES NO RESPONSIBILITY FOR DETERMINING EQUIPMENT LOCATION, UTILITY COORDINATION, ACCESSIBILITY, SERVICE CLEARANCE, VIBRATION ISOLATION, OR CONFORMANCE WITH MECHANICAL/ELECTRICAL CODES. 33. ANY CHANGE IN EQUIPMENT WEIGHT, CONFIGURATION, OR LAYOUT SHALL BE COMMUNICATED TO THE SEOR FOR VERIFICATION OF STRUCTURAL ADEQUACY PRIOR TO CONSTRUCTION. (N)4xLEDGER REVIEW THE PLAN NOTES AND PERFORM FIELD CONDITION ASSESSMENT AND VERIFICATION PRIOR TO COMMENCING THE WORK. LOCATE THE POSITION OF THE REINFORCING STEEL AT THE WORK AREA BY GPR, X-RAY OR OTHER MEANS. SLAB CAN BE POST TENSION WITHOUT ANY STAMP MARK ON IT. EXISTING FOUNDATION SHALL HAVE 12" WIDTH AND 12" DEPTH INTO THE COMPACTED SOIL BELLOW THE ADJACENT GARDE. THE SOIL SHALL HAVE MINIMUM OF 90% COMPACTION DENSITY OR BEING PLACED IN BEDROCK OR NATIVE SOIL. (V.I.F./TYP.) 2E S1.01 TYP. TYP. SW1 (30'-7") SW 1 (1 6 ' - 1 0 " ) (N) C 4 4 (N)HDU2 (N) C 4 4 (N) H D U 2 (N) C 4 4 (N) H D U 2 (N) C 4 4 (N) H D U 2 (N) H D U 2 (S W 1 ) (1 5 ' - 6 " ) (N) C 4 4 (N)HDU2 SW 1 (1 8 ' - 1 " ) (N) C 4 4 3'-0" 3' - 0 " 2'-0" 2' - 0 " 2' - 0 " 2' - 0 " 2'-0" 2' - 0 " 2'-0" 2' - 0 " (N) 4x6 DROP BEAM (N) 4x6 DROP BEAM(N) 4x6 DROP BEAM (N) 4x6 DROP BEAM (N) H D U 2 (N) C 4 6 2'- 6 " 1' - 4 " (N ) 4 x 8 1' - 6 " (N) C 4 4 W/C B S Q 4 4 (N)CANT. 4x8 (N)HFX 24x14 HARDY PANEL ANCHOR BOLT 1-1/8-HS-RA FOR BOT. CONNECTION SEE DETAIL 10/HFX.01. SEE NOTE A. 12 " 12 " 12"12" (E)12" (V.I.F . ) 12" (E)12" (V.I.F.) TYP. 02 S4.01 TYP. 1D S1.01 02 S4.01 (N) C 4 4 TYP. S4.01 06 TYP. 7 S4.01 (N)THAI222 HANGER W/(N)APT4 09 S4.01 10 S4.01 03 S4.01 11 S4.01 TYP. TYP. TYP. INDICATES JOISTJ# SW 1 (8 ' - 1 1 " ) SW 1 (5 ' - 0 " ) (N ) H D U 2 (N) C 4 4 (E)BRA C E D L I N E (E)BRACED LINE (E ) B R A C E D L I N E (E ) B R A C E D L I N E (N) C 4 6 (N) H D U 2 HFX(2'-0") (N) C 4 6 (E) S. O . G . (E ) 1 2 " (V . I . F . ) (E)6" STEM WALL (V.I.F.) (E)FOUNDATION TYP. (E) C 4 4 (E) C 4 4 (E) C 4 4 (E) C 4 4 (E) C 4 4 (E) C 4 4 (E) C 4 4 (E) C 4 4 (E) C 4 4 (E) C 4 4 (E) C 4 4 (E) C 4 4 (E)FJ (E)FJ (N)8" STEM WALL (N)FJ1 (N)FJ1 (N) C 4 4 W/A C 4 (N) C 4 4 W/A C 4 (N) C 4 4 W/A C 4 (N) C 4 4 W/A C 4 (N) C 4 4 W/A C 4 (E)FJ (V.I.F. D I R E C T I O N ) (E)BE A M (E)C44 (N)2 #5 EPOXY BARS EXTEND 8" INTO (E) FOOTING AND 24" INTO (N) FOOTING ALL WOOD MEMBERS (I.E. PLYWOOD, LUMBER, TIMBER, NAILERS. ETC.) SHALL BE PRESSURE TREATED (UC4A) 12" (N) C 4 6 (N) C 4 4 (N) H D U 2 (N) C 4 4 3'-0" 3' - 0 " (N) C 4 4 (N) C 4 4 (N) H D U 2 2'-6" 2' - 6 " (E)6" STEM WALL (V.I.F.) 2'-6" 2' - 6 " (N) H D U 2 (N)LUS46 HANGER TYP. 12 " 12" (N) C 4 4 (N) C 4 4 (N)C44 W/CBSQ44 NOTE: A.CONTRACTOR SHALL V.I.F NET HEIGHT BELOW EXISTING FLOOR FRAMING AND INFORM THE EOR IN WRITING BEFORE ORDER THE HARDY FRAME. (E ) 1 2 " (V . I . F . ) (N)MSTC40 (TYP.) SW1 (23'-2") (N) C 4 6 (N) C 4 4 (N) H D U 2 S4.01 06 TYP. (N)FJ1 1'-4" 1' - 4 " (N) C 4 4 W/B C 4 12 " (N)8" STEM WALL (N) C 6 6 W/B C 6 0 (N) C 6 6 W/B C 6 0 (N) C 6 6 W/B C 6 0 1F S1.01 (N) H D U 2 08 S4.01 01 S4.01 05 S4.01 (N)2x6 7'-8" (N) C 4 4 (N)8" STEM WALL (E)C44 (N)DJ1 (N)HUC48 HANGER PROJECT CLIENT 0'2'4'8'16' SHEET TITLE FOR FIELD VERIFICATION AND CITY PERMIT ONLY 922 W PARK LN, SANTA ANA, CA 92706 SAZAN INC. 77 Waldorf, Irvine, CA 92612 KAWEHI HOLOMALIA, KEKANI112299@YAHOO.COM S2.01 FLOOR AND FOUNDATION PLAN 07/07/2025 EXP. 06-30-2026 (E) FP (E) LIVING ROOM (E) MASTER BEDROOM (E) BEDROOM (E) GARAGE (E) BEDROOM (E ) B A T H R O O M (E) CLOSET (E) CLOSET (E) CLOSET(E) STORE ATTIC FAU AA (N) ENTRY 8' CLG (N) DINING ROOM (N) KITCHEN 8' CLG (N) FRONT PORCH (N) LIVING ROOM (E ) M A S T E R B A T H CA 2 4 " X 1 8 " . CA 2 4 " X 1 8 " . W D REFD/W (N) LAUNDRY/PANTRY (E) FP (E) LIVING ROOM (E) MASTER BEDROOM (E) BEDROOM (E) GARAGE (E) BEDROOM (E ) B A T H R O O M (E) CLOSET (E) CLOSET (E) CLOSET (E) STORE ATTIC FAU AA (N) ENTRY 8' CLG (N) DINING ROOM (N) KITCHEN 8' CLG (N) FRONT PORCH (N) LIVING ROOM (E ) M A S T E R B A T H CA 2 4 " X 1 8 " . CA 2 4 " X 1 8 " . W D REFD/W (N) LAUNDRY/PANTRY STRUCTURAL PLAN SCHEDULE STRUCTURAL PLAN NOTES SCALE: 1/4"=1'-0"CLG PLAN1 INDICATES TENSION STRAP HEADER SCHEDULE UNO ON PLAN MARK HEADER SIZE JACK STUD SIZE KING STUD SIZE HANGER (N)HDR1 4x6 2x4 2x4 - (N)HDR2 3 1 2"x9 1 2" 2.2E SL DBL.2x4 2x4 - (N)HDR3 4x10 4x4 2x4 - (N)HDR4 6x12 DBL.2x6 6x6 DF. NO.1 - POST SCHEDULE UNO ON PLAN MARK POST SIZE (N)C44 4x4 (N)C46 4x6 (N)C66 6x6 JOIST & HANGER SCHEDULE UNO ON PLAN MARK JOIST SIZE HANGER (N)CJ1 2x8 @16" O.C.LU26 STUD WALL SCHEDULE UNO ON PLAN/SHEAR WALL SCHED. MAX. HEIGHT INT. WALL EXT. WALL 8'-0"2x4 @16" O.C.2x4 @16" O.C. 13'-0"2x4 @16" O.C.DBL.2x4 @16" O.C. 15'-0"-2x6 @16" O.C. SYMBOL DESCRIPTIONS INDICATES HANGER F D 8 (N) C . A . W/B C 4 0 (N) C . A . W/B C 4 0 (N) C . A . W/B C 4 6 0 (N)CJ1 (N)4x10 DROP(N) C 6 6 W/A P T 6 (N)4x10 DROP (N)6x1 0 D F . N O . 1 (N)HDR1 (N)H D R 4 (N)HDR1 (N ) H D R 1 (N ) H D R 1 (N ) H D R (N) C 4 4 (N)DBL.2x8 LUS26-2 HANGER (N)DBL.2x8 (N)DBL.2x8 (N)DBL.2x6 LUS26-2 HANGER (N)DBL.2x6 (N)DBL.2x6 LUS26-2 HANGER (N)LUS26-2 HANGER (N) 5 1/4"x16" 2.2E PSL (N)LUS26-2 HANGER (N)LUS26-2 HANGER (E)CJ (E)CJ (E)CJ (DIRE C T I O N T O B E V . I . F . ) (E)CJ S1.23 01 TYP. (E ) H D R (E) HDR SHALL REMAIN UNALTERED AND (E) WINDOW OPENING TO BE FILLED SEE DETAIL 2/S1.26. (E)CJ (DIRE C T I O N T O B E V . I . F . ) SEE NO T E # 1 3 O N PLAN N O T E ( V . I . F . ) (N)3 1 2"x 91 2" 2.2E PSL CONT. 03 S4.02 SCOPE OF WORK (CLG PLAN) (N) C 4 6 W/A 3 4 B O T H S I D E INDICATES SHEARWALL TYPE FOR SHEARWALL SCHEDULE SEE 1/S1.21 INDICATES MINIMUM LENGTH OF SHEARWALL SWXX (#'-#") INDICATES WOOD BEAM INDICATES WOOD HEADER SEE 2/S1.24 FOR MORE INFORMATION RB INDICATES HOLDOWN TYPE X HDR INDICATES WOOD POST MARK, SEE POST SCHEDULE C# HDU X INDICATES JOISTJ# # S#.##INDICATES SECTION INDICATES SHEET NUMBER INDICATES DETAIL NUMBER ON THE SHEET S#.## # INDICATES CALLOUT #INDICATES REVISION ON DRAWINGS INDICATES VIEW# S#.##INDICATES LOAD BEARING WALL BW INDICATES WOOD HEADER SEE HEADER SCHEDULE TABLE ON PLAN HDR-# REVIEW THE PLAN NOTES AND PERFORM FIELD CONDITION ASSESSMENT AND VERIFICATION PRIOR TO COMMENCING THE WORK. (N)DBL.2x4 (N)HDR1 (N)4x10 DROP (N) C 6 6 W/A P T 6 A B 7 9 C E G H I J K 1 2 3 4 5 6 10 11 (N ) H D R 1 (N ) H D R 3 (N) C . A . W/B C 4 0 (E ) H D R (N ) H D R 2 (E)HDR (E) HDR SHALL REMAIN UNALTERED AND (E) DOOR OPENING TO BE FILLED SEE DETAIL 1/S1.26 (N)CJ1 (N)4x8 (N) C 4 4 W/A 3 4 B O T H S I D E (N) 4x8 (N)CJ1 (N)LUS26-2 HANGER (TYP.) (N)HHUS46 HANGER (N ) 4 x 8 (N) C . A . W/B C 4 0 (N ) 4 x 8 (N)HUC26-2 HANGER (N)C44 W/A34 BOTH SIDE (N)C46 W/A34 BOTH SIDE (N) C 4 4 W/A 3 4 B O T H S I D E 1. TH E S E DR A WING AR E BA S ED O N T HE BEST A VA IL AB LE SO UR C E S AND DO N OT A DDR ESS THE FIELD CONDITIONS. THE CONTRACTOR SHALL VER IFY ALL FIELD CONDITIONS AND ALL EXISTING STRUCTURAL E L E M E N T S S P E C I F I E D A S V E R I F I E D I N F I E L D (V .I .F .) P R I O R T O C O M M E N C I N G T H E W O R K . A N Y DISCREPANCIES BETWEEN THESE DRAWINGS AND FIELD CONDITIONS SHALL BE REPORTED TO THE AEOR AN D SEOR. NO WOR K SHALL BE PER FOR MED IN THE AFFECTED AREAS UNTIL THE D ISCR EPA NCIES ARE RESOLVED. 2. NO CUTTING, DRILLING, DEMOLITION OR DESTRUCTIVE WORK ON CONCRETE OR WOOD ELEMENTS SHALL BE PERMITTED UNLESS ALL REINFORCING STEEL INCLUDING PT TENDONS, BEARING WALLS, SHEAR WALLS, BEAMS,AND DIRECTIONS OF JOISTS AND RAFTERS THAT WILL BE AFFECTED ARE POSITIVELY IDENTIFIED. 3. C O N T R A CTO R I S S OLE LY R E S P ON S I BLE FO R P R O T E C T I O N OF ALL STR UC T U R AL, NO N STR U C T UR AL, ARCHITECTURAL, FINISHING, ELECTRICAL AND MECHANICAL COMPONENTS WHICH ARE NOT DESIGNATED FOR DEMOLITION OR NEW CONSTRUCTION. ANY DAMAGES CAUSED BY THE CONTRACTOR OR SUBCONTRACTORS SHALL BE REPAIRED BY THE CONTRACTOR AT NO COSTS TO THE ENGINEERS OR OWNER. 4. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS INTO THE SHOP DRAWINGS AND FIELD WORK. 5. ALL ELEVATIONS, SLOPES, DRAINAGE, DIMENSIONS OF OPENINGS, PENETRATIONS, DEPRESSIONS, AND LAYOUT AND GEOMETRY OF NONSTRUCTURAL ELEMENT SUCH AS BUT NOT LIMITED TO PARTITION, WINDOWS, PLUMBING, ARE NOT INCLUDED IN THE STRUCTURAL ENGINEERING SCOPE OF WORK AND SHALL NOT BE THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER. REFER TO THE DRAWINGS FROM OTHER PROFESSIONS FOR THE INFORMATION MENTIONED ABOVE. 6. REVIEW ALL NOTES PROVIDED IN FRAMING LUMBER AND ENGINEERED WOOD PRODUCT SECTION FOR GENERAL REQUIREMENTS AND CONFORMANCE OF STRUCTURAL WOOD. 7. FOR TYPICAL DETAILS SEE S1 SERIES SHEETS. 8. ROOF SHEATHING OVER ROOF RAFTER/JOISTS NOT SPACED MORE THAN 16" O.C. SHALL BE 15/32" OR 1/2" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 32/16 ,EXTERIOR GRADE AND WITH EXTERIOR GLUE, (EXPOSURE1 OR EXTERIOR), SQUARE EDGE (OR TONGUE-AND-GROOVE). NAILS SHALL BE 8d WITH MINIMUM FASTENER PENETRATION IN FRAMING WOOD FOR 1-3/8 IN. NAIL SPACING AT INTERMEDIATE FRAMING (FIELD NAILING) SHALL NOT BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN. IF OSB PANELS ARE USED, PANELS SHALL BE MOISTURE PROTECTED DURING THE CONSTRUCTION. 9. ROOF SHEATHING OVER RAFTERS/JOISTS OR TRUSSES SPACED AT 24" O.C. SHALL BE 19/32" OR 5/8" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 40/20 ,EXTERIOR GRADE AND WITH EXTERIOR GLUE, (EXPOSURE1 OR EXTERIOR), SQUARE EDGE (OR TONGUE-AND-GROOVE) IF OSB PANELS ARE USED, PANELS SHALL BE MOISTURE PROTECTED DURING THE CONSTRUCTION.THE ROOF SHEATHING TO BE APPROVED BY THE BUILDING INSPECTOR BEFORE APPLICATION OF ROOFING. 10. FLOOR SHEATHING SHALL BE 23/32" OR 3/4" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 48/24 WITH EXTERIOR GLUE, (EXPOSURE 1 OR EXTERIOR), SQUAERE EDGE (OR TONGUE-AND-GROOVE ).NAILS SHALL BE 10d WITH MINIMUM FASTENER PENETRATION IN FRAMING WOOD FOR 1-3/8 IN. NAIL SPACING AT INTERMEDIATE FRAMING (FIELD NAILING) SHALL NOT BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN, U.N.O. ON PLANS. 11. BALCONY FRAMES AND SHEATHING SHALL BE EXTERIOR GRADE. BALCONY SHEATHING SHALL BE 3/4" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 48/24, EXTERIOR, SQUARE EDGE (OR TONGUE-AND-GROOVE ). 12. ROOF, FLOOR AND BALCONY PANEL EDGES SHALL HAVE APPROVED TONGUE-AND-GROOVE JOINTS OR SHALL BE SUPPORTED WITH BLOCKING. 1-1/2" THICK PANELS WITH 1/4" MINIMUM THICKNESS UNDERLAYMENT OR 1-1/2" OF APPROVED LIGHTWEIGHT CONCRETE PLACED OVER THE SUB-FLOOR, DO NOT REQUIRE BLOCKING AT THE EDGES. 13. ALL EXTERIOR WALLS SHALL BE SHEATHED ON THE OUTSIDE OF THE WALL, INCLUDING GABLES, AND THE CONNECTION OF THE SHEATHING TO FRAMING. SHEATHING SHALL BE 15/32" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, STRUCTURAL-I, WITH EXTERIOR GLUE, (EXPOSURE1 OR EXTERIOR), SQURE EDGE. 14. ALL SHEATHING SHALL BE LAID CONTINUOUS OVER TWO OR MORE SUPPORTS WITH FACE GRAIN PERPENDICULAR TO SUPPORTS (UNLESS SHOWN OTHERWISE). STAGGER ALL SHEATHING PANELS A MINIMUM OF ONE JOIST BAY. 15. UNO PER SHEAR WALL SCHEDULE, OR SHOWN ON THE THESE DRAWINGS ALL SHEATHING SHALL BE NAILED TO THE FARMING AS FOLLOWS: 15.1. FASTENERS SHALL BE 10d COMMON NAILS 15.2. SPACING AT BOUNDARIES AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN. 15.3. SPACING AT INTERMEDIATE FRAMING (FIELD NAILING, F.N.) SHALL NOT BE MORE THAN 12 IN. 15.4. FASTENER PENETRATION IN FRAMING WOOD SHALL NOT BE LESS THAN 1-1/2 IN. 15.5. BLOCK ALL EDGES 15.6. USE 3X LUMBER AT THE CONNECTION OF TWO PANEL EDGES, UNO ON PLANS OR DETAILS. 16. ROOF PLYWOOD SHEATHING SHALL BE CONTINUED BENEATH THE CALIFORNIA FRAMING, IF APPLICABLE. 17. ALL WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED AT ALL PANEL EDGES. 18. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE INSTALLED NOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD. 2x BLK'G SHALL BE PROVIDED AT PLYWOOD JOINTS FOR ALL WALLS. 19. ROOF AND FLOOR DIAPHRAGM NAILING SHALL BE INSPECTED BEFORE COVERING. 20. NO PENETRATIONS ARE ALLOWED THROUGH SHEARWALL UNLESS SPECIFICALLY DETAILED ON THESE NOTES. 21. ALL POST TO BEAM AND BEAM TO POST SHALL BE CONNECT W/ CCQ/ECCQ UNO ON PLAN. 22. ALL BEAMS ARE FLUSH (NOT DROPPED) UNO ON PLAN. 23. EXTERIOR CONSTRUCTION INCLUDING BALCONY, PATIO LUMBERS AND TIMBERS SHALL BE PRESSURE-TREATED AND GRADE 1 OR BETTER AND CLASSIFIED FOR EXTERIOR CONSTRUCTION, DECK BOARDS, JOISTS & BEAM ABOVE GROUND SHALL BE CATEGORY 3B OR HIGHER AND POSTS SHALL BE CATEGORY 4A OR HIGHER AS SPECIFIED BY AWPA STANDARD U1. 24. PATIO COVER SHEATHING OVER JOISTS NOT SPACED MORE THAN 24" O.C. SHALL BE 19/32" APA RATED WITH SPAN RATING 32/16 EXTERIOR EXPOSURE. NAILS SHALL BE 8D WITH MINIMUM FASTENER PENETRATION IN FRAMING WOOD OF 1-3/8 INCHES. NAIL SPACING AT INTERMEDIATE FRAMING FIELD NAILING) SHALL BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN. 25. IF EXISTING CONSTRUCTION IS INCLUDED IN THIS SCOPE OF WORK, ABOVE MENTIONED SHEATHING REQUIREMENT SHALL BE VERIFIED FOR EXISTING ROOF, FLOOR, AND WALLS THAT ARE INCLUDED WITH THIS SCOPE OF WORK.SEE GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT PLASTER (STUCCO) FOR THE INSTALLATION OF STUCCO AND DRYWALLS. 26. SEE TYPICAL WALL DETAILS FOR THE ADDITIONAL INFORMATION ON HEADERS, KING STUDS AND JACK STUDS. 27. SEE GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT PLASTER (STUCCO) NOTES FOR THE INSTALLATION OF STUCCO AND DRYWALLS. 28. SOLAR PANEL DESIGN AND CONNECTIONS TO THE SUPPORTING ELEMENTS ARE NOT INCLUDED IN THE STRUCTURAL SCOPE OF WORK. A MAXIMUM DEAD-LOAD OF 3 PSF WAS CONSIDERED IN THE STRUCTURAL DESIGN. THE GC SHALL INFORM STRUCTURAL ENGINEER IN WRITING, IF A HEAVIER SOLAR SYSTEM IS USED IN CONSTRUCTION. 29.ALL HANGERS ,COLUMN CAPS ,AND COLUMN BASES ARE MINIMUM REQUIREMENTS ,PRIOR TO ORDER ALL OF THEM SHALL BE CHECKED BY THE CONTRACTOR / FRAMER ANY DISCREPANCY SHALL BE REPORTED TO SEOR. 30. ALL STEEL CONNECTORS INCLUDING BOLTS, SCREWS AND NAILS USED IN EXTERIOR STRUCTURE OR EXPOSED TO WEATHER SHALL BE STAINLESS STEEL OR HOT-DIP GALVANIZED. FASTENERS IN PRESERVATIVE TREATED WOOD OR FIRE RETARDANT TREATED WOOD SHALL BE OF HOT DIPPED ZINC COATED GALVANIZED STEEL OR STAINLESS STEEL. 31. PROVIDE ONE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS AND RAFTERS WITH SPANS GREATER THAN 8 FT BUT LESS THAN 16 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED MID-SPAN OF THE JOIST. 32. PROVIDE TWO INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS AND RAFTERS WITH SPANS GREATER THAN 16 FT BUT LESS THAN 24 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED 1/3 OF THE SPAN FROM EACH END. 33. PROVIDE THREE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS AND RAFTERS WITH SPANS GREATER THAN 24 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED NOT MORE THAN 8 FT ALONG THE SPAN FROM EACH OTHER. 34. THE LOCATION ,DIMENSIONS ,AND SPECIFIC REQUIREMENTS FOR MECHANICAL EQUIPMENT PADS , INCLUDING HEAT PUMP UNITS AND CONDENSERS ,SHALL BE COORDINATED BY THE ARCHITECT WITH THE MECHANICAL ENGINEER ,EQUIPMENT MANUFACTURER ,AND OTHER RELEVANT DISCIPLINES .FINAL PAD DIMENSIONS ,CLEARANCES ,ANCHORAGE REQUIREMENTS ,AND EQUIPMENT LOADS SHALL BE PROVIDED BY THE MECHANICAL ENGINEER AND/OR MANUFACTURER. 35. THE STRUCTURAL ENGINEER OF RECORD (SEOR )SHALL PROVIDE THE STRUCTURAL DESIGN OF THE PAD (E.G ,.THICKNESS ,REINFORCEMENT )BASED SOLELY ON THE MECHANICAL LOADING AND LOCATION INFORMATION FURNISHED BY OTHERS .THE SEOR ASSUMES NO RESPONSIBILITY FOR DETERMINING EQUIPMENT LOCATION ,UTILITY COORDINATION ,ACCESSIBILITY ,SERVICE CLEARANCE ,VIBRATION ISOLATION ,OR CONFORMANCE WITH MECHANICAL/ELECTRICAL CODES. 36. ANY CHANGE IN EQUIPMENT WEIGHT ,CONFIGURATION ,OR LAYOUT SHALL BE COMMUNICATED TO THE SEOR FOR VERIFICATION OF STRUCTURAL ADEQUACY PRIOR TO CONSTRUCTION. 01 S4.02 TYP. 09 S1.22 SW1 (30'-7") SW1 (23'-2") SW 1 (1 6 ' - 1 0 " ) (N) C 4 4 SW 1 (5 ' - 0 " ) (N)HDU2 (N) C 4 4 (N ) H D U 2 (N) C 4 4 (N) H D U 2 (N) C 4 4 (N) H D U 2 (N) C 4 6 (N) C 4 4 (N) C 4 4 (N) H D U 2 (N) C 4 4 (N) H D U 2 (S W 1 ) (1 5 ' - 6 " ) (N) C 4 4 (N)HDU2 (N)C44 W/A34 BOTH SIDES (N) C 4 6HFX(2'-0") SW 1 (1 8 ' - 1 " ) (N) H D U 2 (N) C 4 4 (N) H D U 2 (N) C . A . W/B C 4 0 (N)HFX 24x14 HARDY PANEL ANCHOR BOLT 1-1/8-HS-RA FOR TOP AND BOT. CONNECTION SEE DETAILS 6&4/HFX.01. SEE NOTE A. (N) H D U 2 (N)2-MSTA49 (N)CJ1 SW 1 (8 ' - 1 1 " ) (N) H D U 2 (N)THA423 HANGER (N)HU68X AND SKR AS PER ARCH. DWG. HANGER (N) H D U 2 (N) C 4 4 (N) C 6 6 W/A P L 6 06 S4.02 05 S4.02 ALL WOOD MEMBERS (I.E. PLYWOOD, LUMBER, TIMBER, NAILERS. ETC.) SHALL BE CLASSIFIED FOR EXTERIOR GRADE OR PRESSURE TREATED (N) C 4 4 (N) H D U 2 (E)BRA C E D L I N E (E)BRACED LINE (E ) B R A C E D L I N E (E ) B R A C E D L I N E (N)C46 W/A34 BOTH SIDE (E)BEAM (V.I.F.) (N)DBL.2x6(N)DBL.2x6 (N)DBL.2x6 (E) P O S T (N) D B L . 2 x 4 (N) D B L . 2 x 4 (E) P O S T (N)CS16 W/3'-0" EACH ENDS BENT TO CORNER@ TOP PLATES (N)HDR SHALL BE LOCATED EXACTLLY UNDER (N) PSL BEAM USE A34 W/SDS SCREW BOTH SIDES FOR CONNECTION (N)CJ1 (N)CJ1 (N)DBL.2x8 LUS26-2 HANGER SEE DETAIL 6/S1.22 (TYP.) (N)CONVENTIONAL CLG (N)MSTC40(N)MSTC40 (N)C44 W/A34 BOTH SIDE USE SDS25800 @12" O.C. STAGGERED FOR DBL.2x6 TO 6x6 CONNECTION AND 2-A34 FOR KING TO HDR CONNECTION NOTE: A.CONTRACTOR SHALL V.I.F NET HEIGHT BELOW EXISTING FLOOR FRAMING AND INFORM THE EOR IN WRITING BEFORE ORDER THE HARDY FRAME. (N) C 4 4 W/A 3 4 B O T H S I D E TYP. S1.22 08 (N) C 4 4 (N) H D U 2 SEAT ON TOP PLATE (N)MSTA49 (N) C 4 4 W/B C 4 (N ) 5 14" x 1 1 14" 2.2 E P S L 06 S1.26 12 S4.01 04 S4.02 (N) C 4 6 CJ1 (N)2x6 PROJECT CLIENT 0'2'4'8'16' SHEET TITLE FOR FIELD VERIFICATION AND CITY PERMIT ONLY 922 W PARK LN, SANTA ANA, CA 92706 SAZAN INC. 77 Waldorf, Irvine, CA 92612 KAWEHI HOLOMALIA, KEKANI112299@YAHOO.COM S2.11 CLG PLAN 07/07/2025 EXP. 06-30-2026 (E) FP (E) LIVING ROOM (E) MASTER BEDROOM (E) BEDROOM (E) GARAGE (E) BEDROOM (E ) B A T H R O O M (E) CLOSET (E) CLOSET (E) CLOSET (E) STORE ATTIC FAU AA (N) ENTRY 8' CLG (N) DINING ROOM (N) KITCHEN 8' CLG (N) FRONT PORCH (N) LIVING ROOM (E ) M A S T E R B A T H CA 2 4 " X 1 8 " . CA 2 4 " X 1 8 " . W D REFD/W (N) LAUNDRY/PANTRY STRUCTURAL PLAN SCHEDULE STRUCTURAL PLAN NOTES SCALE: 1/4"=1'-0"ROOF PLAN1 INDICATES TENSION STRAP JOIST & HANGER SCHEDULE UNO ON PLAN MARK JOIST SIZE HANGER (N)RR1 2x8 @16" O.C.LRU26Z INDICATES WOOD POST MARK, SEE POST SCHEDULE C# SYMBOL DESCRIPTIONS INDICATES HANGER S#.## # INDICATES CALLOUT #INDICATES REVISION ON DRAWINGS INDICATES VIEW# S#.## (N) C 44 W/B C 4 (N ) 4 x 1 0 (E ) R I D G E B O A R D (E)RIDGE BOA R D (N ) 4 x 1 0 (N) 2 x F . S . (N)CRICKET BY OTHERS SEE ARCH. DWG. (N)DBL.2x8 LUS26-2 HANGER (N)DBL.2x8 (N)DBL.2x8 (N)LUS26-2 HANGER (N)LUS26-2 HANGER (N)DBL.2x6 LUS26-2 HANGER (N)4x6 (N)4x10 (N)DBL.2x6 LUS26-2 HANGER (N)4x6 (N)4x6 (E)DBL . R R (E)RR (E)RR (E)RR (E)RR (E)RR (E)RR (N)MSTC40 (N)MST37 POST SCHEDULE UNO ON PLAN MARK POST SIZE (N)C44 4x4 (N)C46 4x6 S1.22 07 TYP. SCOPE OF WORK (ROOF PLAN) INDICATES SHEARWALL TYPE FOR SHEARWALL SCHEDULE SEE 1/S1.21 INDICATES MINIMUM LENGTH OF SHEARWALL SWXX (#'-#") INDICATES WOOD BEAMRB INDICATES JOISTJ# # S#.##INDICATES SECTION INDICATES SHEET NUMBER INDICATES DETAIL NUMBER ON THE SHEET REVIEW THE PLAN NOTES AND PERFORM FIELD CONDITION ASSESSMENT AND VERIFICATION PRIOR TO COMMENCING THE WORK. THE (E) ROOF MATERIAL / INSULATION UNDER (N) ROOF SHALL BE REMOVED. (N)DBL.2x4 (N)DBL.2x4 (N)BEAM BELOW F D 8 A B 7 9 C E G H I J K 1 2 3 4 5 6 10 11 (N)RR1 (N)RR1 (N)RR1 (N)4x10 (N)4x10 (N)4x10 (N)4x10 (N)DBL.2x4 (N)C44 W/CCQ44-SDS2.5 (N)C44 W/CCQ44-SDS2.5 1 . THE SE DR AWING A R E BA S E D ON TH E B ES T AV A I L ABLE SO UR C E S AND DO NO T AD DR ESS THE FIELD CONDITIONS. THE CONTRACTOR SHALL VERIFY ALL FIELD CONDITIONS AND ALL EXISTING STRUCTURAL E L E M E N T S S P E C I F I E D A S V E R I F I E D I N F I E L D (V .I .F .) P R I O R T O C O M M E N C I N G T H E W O R K . A N Y DISCREPANCIES BETWEEN THESE DRAWINGS AND FIELD CONDITIONS SHALL BE REPORTED TO THE AEOR A ND SEO R. NO WOR K SHALL BE PERFOR MED IN THE AFFECTED A REAS UN TIL THE DISCR EPANCIES ARE RESOLVED. 2. NO CUTTING, DRILLING, DEMOLITION OR DESTRUCTIVE WORK ON CONCRETE OR WOOD ELEMENTS SHALL BE PERMITTED UNLESS ALL REINFORCING STEEL INCLUDING PT TENDONS, BEARING WALLS, SHEAR WALLS, BEAMS,AND DIRECTIONS OF JOISTS AND RAFTERS THAT WILL BE AFFECTED ARE POSITIVELY IDENTIFIED. 3. C ONT R ACTO R IS S OLELY R E S P ONSI BLE FO R P R OTE CT I ON OF A LL S TR U C T UR AL, NO N S TR U C T UR AL, ARCHITECTURAL, FINISHING, ELECTRICAL AND MECHANICAL COMPONENTS WHICH ARE NOT DESIGNATED FOR DEMOLITION OR NEW CONSTRUCTION. ANY DAMAGES CAUSED BY THE CONTRACTOR OR SUBCONTRACTORS SHALL BE REPAIRED BY THE CONTRACTOR AT NO COSTS TO THE ENGINEERS OR OWNER. 4. STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS INTO THE SHOP DRAWINGS AND FIELD WORK. 5. ALL ELEVATIONS, SLOPES, DRAINAGE, DIMENSIONS OF OPENINGS, PENETRATIONS, DEPRESSIONS, AND LAYOUT AND GEOMETRY OF NONSTRUCTURAL ELEMENT SUCH AS BUT NOT LIMITED TO PARTITION, WINDOWS, PLUMBING, ARE NOT INCLUDED IN THE STRUCTURAL ENGINEERING SCOPE OF WORK AND SHALL NOT BE THE RESPONSIBILITY OF THE STRUCTURAL ENGINEER. REFER TO THE DRAWINGS FROM OTHER PROFESSIONS FOR THE INFORMATION MENTIONED ABOVE. 6. REVIEW ALL NOTES PROVIDED IN FRAMING LUMBER AND ENGINEERED WOOD PRODUCT SECTION FOR GENERAL REQUIREMENTS AND CONFORMANCE OF STRUCTURAL WOOD. 7. FOR TYPICAL DETAILS SEE S1 SERIES SHEETS. 8. ROOF SHEATHING OVER ROOF RAFTER/JOISTS NOT SPACED MORE THAN 16" O.C. SHALL BE 15/32" OR 1/2" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 32/16 ,EXTERIOR GRADE AND WITH EXTERIOR GLUE, (EXPOSURE1 OR EXTERIOR), SQUARE EDGE (OR TONGUE-AND-GROOVE). NAILS SHALL BE 8d WITH MINIMUM FASTENER PENETRATION IN FRAMING WOOD FOR 1-3/8 IN. NAIL SPACING AT INTERMEDIATE FRAMING (FIELD NAILING) SHALL NOT BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN. IF OSB PANELS ARE USED, PANELS SHALL BE MOISTURE PROTECTED DURING THE CONSTRUCTION. 9. ROOF SHEATHING OVER RAFTERS/JOISTS OR TRUSSES SPACED AT 24" O.C. SHALL BE 19/32" OR 5/8" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 40/20 ,EXTERIOR GRADE AND WITH EXTERIOR GLUE, (EXPOSURE1 OR EXTERIOR), SQUARE EDGE (OR TONGUE-AND-GROOVE) IF OSB PANELS ARE USED, PANELS SHALL BE MOISTURE PROTECTED DURING THE CONSTRUCTION.THE ROOF SHEATHING TO BE APPROVED BY THE BUILDING INSPECTOR BEFORE APPLICATION OF ROOFING. 10. FLOOR SHEATHING SHALL BE 23/32" OR 3/4" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 48/24 WITH EXTERIOR GLUE, (EXPOSURE 1 OR EXTERIOR), SQUAERE EDGE (OR TONGUE-AND-GROOVE ).NAILS SHALL BE 10d WITH MINIMUM FASTENER PENETRATION IN FRAMING WOOD FOR 1-3/8 IN. NAIL SPACING AT INTERMEDIATE FRAMING (FIELD NAILING) SHALL NOT BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN, U.N.O. ON PLANS. 11. BALCONY FRAMES AND SHEATHING SHALL BE EXTERIOR GRADE. BALCONY SHEATHING SHALL BE 3/4" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, 48/24, EXTERIOR, SQUARE EDGE (OR TONGUE-AND-GROOVE ). 12. ROOF, FLOOR AND BALCONY PANEL EDGES SHALL HAVE APPROVED TONGUE-AND-GROOVE JOINTS OR SHALL BE SUPPORTED WITH BLOCKING. 1-1/2" THICK PANELS WITH 1/4" MINIMUM THICKNESS UNDERLAYMENT OR 1-1/2" OF APPROVED LIGHTWEIGHT CONCRETE PLACED OVER THE SUB-FLOOR, DO NOT REQUIRE BLOCKING AT THE EDGES. 13. ALL EXTERIOR WALLS SHALL BE SHEATHED ON THE OUTSIDE OF THE WALL, INCLUDING GABLES, AND THE CONNECTION OF THE SHEATHING TO FRAMING. SHEATHING SHALL BE 15/32" PS1 OR PS2 CATEGORY, APA RATED SHEATHING, STRUCTURAL-I, WITH EXTERIOR GLUE, (EXPOSURE1 OR EXTERIOR), SQURE EDGE. 14. ALL SHEATHING SHALL BE LAID CONTINUOUS OVER TWO OR MORE SUPPORTS WITH FACE GRAIN PERPENDICULAR TO SUPPORTS (UNLESS SHOWN OTHERWISE). STAGGER ALL SHEATHING PANELS A MINIMUM OF ONE JOIST BAY. 15. UNO PER SHEAR WALL SCHEDULE, OR SHOWN ON THE THESE DRAWINGS ALL SHEATHING SHALL BE NAILED TO THE FARMING AS FOLLOWS: 15.1. FASTENERS SHALL BE 10d COMMON NAILS 15.2. SPACING AT BOUNDARIES AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN. 15.3. SPACING AT INTERMEDIATE FRAMING (FIELD NAILING, F.N.) SHALL NOT BE MORE THAN 12 IN. 15.4. FASTENER PENETRATION IN FRAMING WOOD SHALL NOT BE LESS THAN 1-1/2 IN. 15.5. BLOCK ALL EDGES 15.6. USE 3X LUMBER AT THE CONNECTION OF TWO PANEL EDGES, UNO ON PLANS OR DETAILS. 16. ROOF PLYWOOD SHEATHING SHALL BE CONTINUED BENEATH THE CALIFORNIA FRAMING, IF APPLICABLE. 17. ALL WOOD STRUCTURAL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED AT ALL PANEL EDGES. 18. BEARING WALLS SHALL BE SHEATHED ON NOT LESS THAN ONE SIDE OR BRIDGING SHALL BE INSTALLED NOT GREATER THAN 4 FEET APART MEASURED VERTICALLY FROM EITHER END OF THE STUD. 2x BLK'G SHALL BE PROVIDED AT PLYWOOD JOINTS FOR ALL WALLS. 19. ROOF AND FLOOR DIAPHRAGM NAILING SHALL BE INSPECTED BEFORE COVERING. 20. NO PENETRATIONS ARE ALLOWED THROUGH SHEARWALL UNLESS SPECIFICALLY DETAILED ON THESE NOTES. 21. ALL POST TO BEAM AND BEAM TO POST SHALL BE CONNECT W/ CCQ/ECCQ UNO ON PLAN. 22. ALL BEAMS ARE FLUSH (NOT DROPPED) UNO ON PLAN. 23. EXTERIOR CONSTRUCTION INCLUDING BALCONY, PATIO LUMBERS AND TIMBERS SHALL BE PRESSURE-TREATED AND GRADE 1 OR BETTER AND CLASSIFIED FOR EXTERIOR CONSTRUCTION, DECK BOARDS, JOISTS & BEAM ABOVE GROUND SHALL BE CATEGORY 3B OR HIGHER AND POSTS SHALL BE CATEGORY 4A OR HIGHER AS SPECIFIED BY AWPA STANDARD U1. 24. PATIO COVER SHEATHING OVER JOISTS NOT SPACED MORE THAN 24" O.C. SHALL BE 19/32" APA RATED WITH SPAN RATING 32/16 EXTERIOR EXPOSURE. NAILS SHALL BE 8D WITH MINIMUM FASTENER PENETRATION IN FRAMING WOOD OF 1-3/8 INCHES. NAIL SPACING AT INTERMEDIATE FRAMING FIELD NAILING) SHALL BE MORE THAN 12 IN. NAIL SPACING AT BOUNDARIES AND AT SUPPORTED PANEL EDGES SHALL NOT BE MORE THAN 6 IN. 25. IF EXISTING CONSTRUCTION IS INCLUDED IN THIS SCOPE OF WORK, ABOVE MENTIONED SHEATHING REQUIREMENT SHALL BE VERIFIED FOR EXISTING ROOF, FLOOR, AND WALLS THAT ARE INCLUDED WITH THIS SCOPE OF WORK.SEE GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT PLASTER (STUCCO) FOR THE INSTALLATION OF STUCCO AND DRYWALLS. 26. SEE TYPICAL WALL DETAILS FOR THE ADDITIONAL INFORMATION ON HEADERS, KING STUDS AND JACK STUDS. 27. SEE GYPSUM BOARD AND EXPANDED METAL OR WOVEN WIRE LATH AND PORTLAND CEMENT PLASTER (STUCCO) NOTES FOR THE INSTALLATION OF STUCCO AND DRYWALLS. 28. SOLAR PANEL DESIGN AND CONNECTIONS TO THE SUPPORTING ELEMENTS ARE NOT INCLUDED IN THE STRUCTURAL SCOPE OF WORK. A MAXIMUM DEAD-LOAD OF 3 PSF WAS CONSIDERED IN THE STRUCTURAL DESIGN. THE GC SHALL INFORM STRUCTURAL ENGINEER IN WRITING, IF A HEAVIER SOLAR SYSTEM IS USED IN CONSTRUCTION. 29.ALL HANGERS ,COLUMN CAPS ,AND COLUMN BASES ARE MINIMUM REQUIREMENTS ,PRIOR TO ORDER ALL OF THEM SHALL BE CHECKED BY THE CONTRACTOR / FRAMER ANY DISCREPANCY SHALL BE REPORTED TO SEOR. 30. ALL STEEL CONNECTORS INCLUDING BOLTS, SCREWS AND NAILS USED IN EXTERIOR STRUCTURE OR EXPOSED TO WEATHER SHALL BE STAINLESS STEEL OR HOT-DIP GALVANIZED. FASTENERS IN PRESERVATIVE TREATED WOOD OR FIRE RETARDANT TREATED WOOD SHALL BE OF HOT DIPPED ZINC COATED GALVANIZED STEEL OR STAINLESS STEEL. 31. PROVIDE ONE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS AND RAFTERS WITH SPANS GREATER THAN 8 FT BUT LESS THAN 16 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED MID-SPAN OF THE JOIST. 32. PROVIDE TWO INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS AND RAFTERS WITH SPANS GREATER THAN 16 FT BUT LESS THAN 24 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED 1/3 OF THE SPAN FROM EACH END. 33. PROVIDE THREE INTERMEDIATE AND END FULL HEIGHT SOLID BLOCKING ALONG ALL THE JOISTS BEAMS AND RAFTERS WITH SPANS GREATER THAN 24 FT. THE INTERMEDIATE BLOCKING SHALL BE SPACED NOT MORE THAN 8 FT ALONG THE SPAN FROM EACH OTHER. 34. THE LOCATION ,DIMENSIONS ,AND SPECIFIC REQUIREMENTS FOR MECHANICAL EQUIPMENT PADS , INCLUDING HEAT PUMP UNITS AND CONDENSERS ,SHALL BE COORDINATED BY THE ARCHITECT WITH THE MECHANICAL ENGINEER ,EQUIPMENT MANUFACTURER ,AND OTHER RELEVANT DISCIPLINES .FINAL PAD DIMENSIONS ,CLEARANCES ,ANCHORAGE REQUIREMENTS ,AND EQUIPMENT LOADS SHALL BE PROVIDED BY THE MECHANICAL ENGINEER AND/OR MANUFACTURER. 35. THE STRUCTURAL ENGINEER OF RECORD (SEOR )SHALL PROVIDE THE STRUCTURAL DESIGN OF THE PAD (E.G ,.THICKNESS ,REINFORCEMENT )BASED SOLELY ON THE MECHANICAL LOADING AND LOCATION INFORMATION FURNISHED BY OTHERS .THE SEOR ASSUMES NO RESPONSIBILITY FOR DETERMINING EQUIPMENT LOCATION ,UTILITY COORDINATION ,ACCESSIBILITY ,SERVICE CLEARANCE ,VIBRATION ISOLATION ,OR CONFORMANCE WITH MECHANICAL/ELECTRICAL CODES. 36. ANY CHANGE IN EQUIPMENT WEIGHT ,CONFIGURATION ,OR LAYOUT SHALL BE COMMUNICATED TO THE SEOR FOR VERIFICATION OF STRUCTURAL ADEQUACY PRIOR TO CONSTRUCTION. 09 S1.23 TYP. SW1 (30'-7") (N) C 4 4 SW 1 (1 6 ' - 1 0 " ) (N) C 4 4 (N) C 4 4 (N) C 4 4 (N) C 4 6 (N) C 4 4 (N) C 4 4 (S W 1 ) (1 5 ' - 6 " ) (N) C 4 4 SW 1 (1 8 ' - 1 " ) (N) C 4 4 (N)HFX 24x14 HARDY PANEL ANCHOR BOLT 1-1/8-HS-RA FOR TOP AND BOT. CONNECTION SEE DETAILS 6&4/HFX.01. SEE NOTE A. (N)MSTA49 @48" O.C. (N)MSTC40 (N)MSTC40 (N)MSTC40 (N)C46 W/BC46 (N)RR1 01 S4.02 06 S4.02 SEE 6/S1.22 (TYP.) (N) C 4 4 W/B C 4 (N) C 4 4 W/C C Q 4 4 - S D S 2 . 5 SEE DETAIL 4/S1.26 (N) C 4 4 SW 1 (5 ' - 0 " ) (N) C 4 4 (E)BRA C E D L I N E (E)BRACED LINE (E ) B R A C E D L I N E (E ) B R A C E D L I N E (N ) B L O C K E D DI A P H R A G M W/ 8 d @ 4 " O . C . B . N . (N)RR1 (N)MST48 (N)MST48 (N)MST48 (N) C 4 4 (N)MST48 (N)MST48 (N)MST48 (N)MST37 (N)MST48 (N)4x6 (E)RR (E ) P U R L I N (E ) P U R L I N (N)MST48 (N)MST48 (N)MST48 (N)MSTA49 @48" O.C. (N)MST48 (N)MST48 (N)HUC410-SLD AND SKR AS PER ARCH. DWG. HANGER (N) C 4 4 W/B C 4 (N)CS14 W/3'-0" LENGTH@EACH ENDS W/2xRAFTERS OR 2xBLK'G (N)MSTA49 @48" O.C. (N)MSTA49 @48" O.C. USE SIMPSON GA1 W/(4)#9x1 1 2" SD SCREW BOTH SIDE FOR CONNECTION TO DROP BEAM BELOW STRAP SCHEDULE U.N.O. ON PLAN MODEL MIN. FASTENER MIN. END LENGTH CS14 (30) 0.131 x 2 1 2 16" (N)RR1 (N)RR1 FOR RAISED WALL SEE DETAIL 5/S1.26 (N)MST48 HFX(2'-0") (N)MST48 NOTE: A.CONTRACTOR SHALL V.I.F NET HEIGHT BELOW EXISTING FLOOR FRAMING AND INFORM THE EOR IN WRITING BEFORE ORDER THE HARDY FRAME. SW 1 (8 ' - 1 1 " ) (N)MST48 W/DBL. RR1 OR 4xBLK'G (N)MSTA49 (E ) R I D G E B O A R D (V . I . F . ) (N)RR1 (E)2x6 TIE@24" O.C. CONNECTION TO RAFTERS W/7-16d EACH ENDS (V.I.F./SEE NOTE #1 OF PLAN NOTES/ TYP.) BASED ON THE FIELD CONDITIONS, THE FRAMING AROUND A SKYLIGHT MAY BE CHANGED. SW1 (23'-2") TYP. 06 S1.26(N)MST37 03 S4.02 04 S4.02 09 S1.23 02 S4.02 W/C C Q 4 4 - S D S 2 . 5 (N) C 4 4 (N)2x6 05 S4.02 12 S4.01 PROJECT CLIENT 0'2'4'8'16' SHEET TITLE FOR FIELD VERIFICATION AND CITY PERMIT ONLY 922 W PARK LN, SANTA ANA, CA 92706 SAZAN INC. 77 Waldorf, Irvine, CA 92612 KAWEHI HOLOMALIA, KEKANI112299@YAHOO.COM S2.22 ROOF PLAN 07/07/2025 EXP. 06-30-2026 SCALE:NTS. C1 4" 18 " M I N . (N) FLOOR SHEATHING PER PLAN (N) 2x P.T. BLOCKING W/16d@4" O.C. (N)FLOOR JOIST PER PLAN 3" (E) FRAMING UNDISTURBED NATURAL SOILS OR ENGINEERED FILL (N)RAISED FLOOR FRAMING AT (E) FOUNDATION (E) FOOTING (E) SILL PLATE (N) A35@16" O.C. (N) B.N.(E) FLOOR SHEATHING SIMPSON A35 (E) 6" V.I.F 12" V.I.F (E ) 6 " V . I . F . NOTE: ALL ELEVATION, DIMENSION AND LAYOUT OF THE EXISTING FRAMING SHALL BE VERIFIED IN FIELD BY CONTRACTOR AND OWNER, AND DOCUMENTS ARE PROVIDED TO EOR AND ARCHITECT FOR REVIEW AND APPROVAL. ANY CONSTRUCTION SHALL NOT APPROVED WITHOUT EOR'S WRITTEN APPROVAL. (N)4x10 UC4A P.T. LEDGER W/ 5 8" Ø ANCHOR @12" O.C. STAGGERED EMBEDDED 4" INTO THE (E)STEM WALL USING EPOXY ANCHOR SEE POST INSTALLED ANCHOR NOTES ON SHEET S0.02 (E) J-BOLT 2 C SCALE:NTS. INTERIOR RAISED FLOOR FOUNDATION 18 " M I N . (N) FLOOR SHEATHING PER PLAN (N) FLOOR JOISTS (P.T.) PER PLAN UNDISTURBED NATURAL SOILS OR ENGINEERED FILL (N) 2xBLK'G (P.T.) @48" O.C. (2-BAYS) (N) B.N. (N) FLOOR SHEATHING PER PLAN (N) SHEAR WALL PER PLAN 6" 12" MIN. 8" (N) E.N. (N)(2)#5 (N)(3)#4 3" CL R 3" CLR 18 " M I N . (N)A35@32" O.C. U.N.O. (N) FLOOR JOISTS PER PLAN (P.T.) (N) SILL PLATE W/16d@6" O.C. (N)STUD WALL PER PLAN UNO. PER SHEAR WALL SCHED. (N)2xUC4A P.T. SILL PLATE W/ 5 8" A.B. @32" O.C. U.N.O. IN SHEAR WALL SCHED. SIMPSON A35 (N)#4@36" TYP. (SEE DETAILS A&B-1/S1.01 FOR TWO ADDITIONAL BARS) SCALE:NTS. C4PAD FOOTING FOR RAISED FLOOR PER PLAN 18 " T Y P . (N)(3)#4 (N)SIMPSON CBSQ (N)UC4A 4X4 POST PT. 3" C L R . T Y P . 3" CLR. TYP. 18 " MI N . 1 12 UNDISTURBED NATURAL SOILS OR ENGINEERED FILL (N)4x4 (N)A34 EACH SIDE (N)6x BLK'G (E)SHEATHING (E)FLOOR JOIST (N) A34 EACH SIDE (N) 6x BLK'G (E)FJ (E)FJ (N) 4x4 A SECTION A SIMPSON A34SIMPSON CBSQ COLUMN BASE SCALE:NTS. C6(N) HOLD DOWN IN (E) RAISED FLOOR FOUNDATION SCALE:NTS. 5 C(N) RAISED FLOOR FRAMING AT (E) GARAGE FOUNDATION (E)SOG (E)12" (V.I.F.) (E)FOUNDATION (E ) 1 2 " ( V . I . F . ) (N)FLOOR SHEATHING PER PLAN (N)B.N. (N)2x6 LEDGER W/(2)SDWS22500DB@ EA. STUD (N)4x BLK'G (E)2x SILL PLATE (V.I.F.) 18 " M I N SE E A R C H . D W G . (E ) (N)FLOOR JOISTS PER PLAN (E)STUD WALL VARIES - SEE ARCH. DWG. (N)2xBLK'G @48" O.C.(2-BAYS) (N)SHEAR WALL PER PLAN NOTE: ALL ELEVATION, DIMENSION AND LAYOUT OF THE EXISTING FRAMING SHALL BE VERIFIED IN FIELD BY CONTRACTOR AND OWNER, AND DOCUMENTS ARE PROVIDED TO EOR AND ARCHITECT FOR REVIEW AND APPROVAL. ANY CONSTRUCTION SHALL NOT APPROVED WITHOUT EOR'S WRITTEN APPROVAL. PORCH FRAMING TO RAISED FLOOR CONNECTION SIMPSON A35 SIMPSON LU26 C SCALE:NTS. 9 SIMPSON A35 SIMPSON LU26 PORCH FRAMING TO RAISED FLOOR CONNECTION C SCALE:NTS. 10 (N)(2)#5 (N)(3)#4 18 " MI N . 24 " M I N . (N)#4@36" 3" C L R . T Y P . 3" CLR. TYP. NOTE: ALL DECK WOOD MEMBERS (I.E. PLYWOOD, LUMBER, TIMBER, NAILERS. ETC.) SHALL BE PRESSURE TREATED (UC4A). (N)DECKING PER ARCH. (N) UC4A JOIST PER PLAN (N)FLOOR SHEATHING PER PLAN (N)STUD WALL PER PLAN UNO PER SHEAR WALL SCHED. (N) FLOOR JOIST PER PLAN (N) A35 @32" O.C. (N) 3x LEDGER W/(2) SDWS22500DB @ 12" O.C. STAGG. (UCA4 P.T.) (N)SILL PLATE PER SHEAR WALL SCHED. SE E A R C H . D W G . (N)SHEAR WALL PER PLAN (N)E.N. PER SHEAR WALL SCHEDULE (N) LU26 HANGER (N)2x RIM (N)2x UC4A OR HIGER SILL PLATE NOTE: ALL DECK WOOD MEMBERS (I.E. PLYWOOD, LUMBER, TIMBER, NAILERS. ETC.) SHALL BE PRESSURE TREATED (UC4A). WIDTH PER PLAN (N)5/8" DIA. @ 48" W/ 7" MIN. EMBED. UNO IN SHEAR WALL SCHEDULE UNDISTURBED NATURAL SOILS OR ENGINEERED FILL (N)DECKING PER ARCH. (N)JOISTS PER PLAN UC4Z (N)FLOOR SHEATHING PER PLAN (N)STUD WALL PER PLAN UNO PER SHEAR WALL SCHED.(N)FLOOR JOIST PER PLAN (N) A35 @32" O.C. (N) 3x LEDGER W/(2) SDWS22500DB @ 12" O.C. STAGG. (UCA4 P.T.) (N)SILL PLATE PER SHEAR WALL SCHED. SE E A R C H . D W G . (N)SHEAR WALL PER PLAN (N) 2x BLK'G UCA4 @48" O.C. 2 BAY MIN. (N)E.N. PER SHEAR WALL SCHEDULE (N) HANGER PER PLAN (N)2x RIM (N)(2)#5 (N)(3)#4 18" MI N . 24 " M I N . (N)#4@36" 3" C L R . T Y P . 3" CLR. TYP. (N)2x UC4A OR HIGER SILL PLATE WIDTH PER PLAN UNDISTURBED NATURAL SOILS OR ENGINEERED FILL (N)5/8" DIA. @ 48" W/ 7" MIN. EMBED. UNO IN SHEAR WALL SCHEDULE SCALE:NTS. C SCALE:NTS. 8 RAILING CONNECTION (BASED ON ICC-ESR 3485) (JOISTS PARALLEL TO FRAMING) SECTION A 3 4" 3 4"2.5" 2. 5 " SIMPSON HTT WELDING AS PER GUARDRAIL FABRICATOR (N) JOIST PER PLAN UC4A (N) 6xRIM (N)FINISH DECK PER ARCH. DWG. (N)3x BLK'G @32" O.C. 2-BAYS 2 1 2"M I N . A N D 5 " M A X . 2" M I N . 2" M I N . A (N)(4) 3 4" Φ x7" LAG SCREWS (N)B.N. (N)2-SDWS22400 DB. @8" O.C. (N)4"x4"x0.5" BASE PLATE (N)HTT4 W/18-0.148x1 1 2" @32" O.C. TOP & BOT. (N)(2)#5 (N)(3)#4 SE E A R C H . D W G . 24 " MI N . WIDTH PER PLAN (N)#4@36" 3" C L R . T Y P . 3" CLR. TYP. NOTE: ALL DECK WOOD MEMBERS (I.E. PLYWOOD, LUMBER, TIMBER, NAILERS. ETC.) SHALL BE PRESSURE TREATED (UC4A). (N)GUARDRAIL POST PER ARCH. DWG. MAX.@4'-0" O.C. (N)5/8" DIA. @ 48" W/ 7" MIN. EMBED. UNO IN SHEAR WALL SCHEDULE WIDTH PER PLAN (E) SOG (N)#5@12" O.C. E.W. UNDISTURBED NATURAL SOILS OR ENGINEERED FILL (N)EPOXY- SEE (POST-INSTALLED ANCHORS/DOWELS NOTES/ S0.02) (SPECIAL INSPECTION REQUIRED) TYP. STANDARD 90˚ HOOK 24 " M I N . 3" C L R . W/23" CLR. (E) FOUNDATION 3" (N)#5 (N)DRILL HOLE & FILL W/ GROUT AFTER ROD INSTALLED. (N)HARDY FRAME PER PLAN 8" MIN. 4" (N)#4@12" O.C. 6" MI N . (N)2#5 (N)#4 STIRRUPS SEE 10/HFX.01 C7(N)HARDY PANEL WALL ABOVE (E) GARAGE CURB FOOTING (E)CURB PER ARCH.DWG. 4" M I N . SCALE:NTS. NOTE: FOR MORE INFO. SEE SHEET HFX.01. (N) POST PER PLAN (N)2xSILL PLATE SCALE:NTS. C3STRINGER TOP & BOT. CONNECTION DETAIL SIMPSON THASIMPSON LTS (N)SIMPSON A35 @EA. STRINGER (N)2x P.T . W/ (2)0.144"ø POWER DRIVEN SHOT PINS @ 12" O.C. (ICC ES ESR-2138 AND ESR-2811) 8" M I N . (N)MATERIAL AND STEP AS PER ARCH. DWG. 16" 18 " 3" C L R . T Y P . 3" CLR. TYP. UNDISTURBED NATURAL SOILS OR ENGINEERED FILL (N)SIMPSON HANGER THAI222 FOR SINGLE 2x STRINGER THA222-2 FOR DBL. 2x STRINGER (BEND T.O. HANGER OVER BEAM AS REQD.) PROVIDE SHIM AS REQD. NOTCH BEAM TO MAKE FLAT SEAT FOR HANGER (MAX. NOTCH= 2 1/2") (N)SIMPSON LTS12 W/(5)16d AT EA. END ON EA. STRINGER ATTACHED BEAM OR FLOOR JOIST WHERE ALIGNED (N)UC4A JOIST PER PLAN (N)WOOD BEAM PER PLAN P.T. (N)DECK MATERIAL AS PER ARCH. DWG. FLOOR (N)HANGER PER PLAN (N)STRINGER PER PLAN P.T. SE E A R C H . D W G . (N)(2)#4 NOTE: ALL WOOD MEMBERS (I.E. PLYWOOD, LUMBER, TIMBER, NAILERS. ETC.) SHALL BE PRESSURE TREATED (UC4A). SCALE:NTS. C SCALE:NTS. 11 RAILING CONNECTION (BASED ON ICC-ESR 3485) (JOIST PERPENDICULAR TO FRAMING) SECTION A SIMPSON LUS HANGER 3 4" 3 4"2.5" 2. 5 " SIMPSON HTT NOTE: ALL DECK WOOD MEMBERS (I.E. PLYWOOD, LUMBER, TIMBER, NAILERS. ETC.) SHALL BE PRESSURE TREATED (UC4A). WELDING AS PER GUARDRAIL FABRICATOR (N)(2)#5 (N)(3)#4 SE E A R C H . D W G . 24 " MI N . WIDTH PER PLAN (N)#4@36" 3" C L R . T Y P . 3" CLR. TYP. A (N)GUARDRAIL POST PER ARCH. DWG. MAX. @4'-0" O.C. (N)6xRIM (N)HANGER PER PLAN (N)B.N. (N)JOISTS PER PLAN UC4Z 2 1 2"M I N . A N D 5 " M A X . 2" M I N . 2" M I N . MIN. (2)1/2" DIAMETER THROUGH BOLTS AND WASHERS RECESS IF REQUIRED FOR FINISHING (N)2xBLK'G W/2-SDWS22400 DB. @8" O.C. (N)4"x4"x0.5" BASE PLATE (N)HTT4 W/18-0.148x1 1 2" @32" O.C. TOP & BOT. (N)FINISH DECK PER ARCH. DWG. (N)(4) 3/4" Φ x7" LAG SCREWS (N)5/8" DIA. @ 48" W/ 7" MIN. EMBED. UNO IN SHEAR WALL SCHEDULE 12 C SCALE:NTS. (E)CEILING JOIST (N)ROOF RAFTER PER PLAN (N)BEAM PER PLAN BEAM SUPPORTING (E) & (N) CEILING JOIST CONNECTION (N)ROOF SHEATHING PER PLAN (N)LUS HANGER PER FIELD CONDITION (N)CEILING JOIST PER PLAN SIMPSON HANGER (N)B.N. (N)2xSILL PLATE W/16d@6" O.C. (N)LUS HANGER PER PLAN (N)4xBLK'G (N)2x6 CRIPPLE WALL AS REQ'D (N)DBL. 2xTOP PLATE (E)ROOF RAFTERS (E)ROOF SHEATHING (N)16d TOE NAIL @8" O.C. (N)H2.5 INSTALLED AT 48" O.C. (OR AT PLYWOOD EDGE JOINTS) NOTE: ALL ELEVATION AND SLOPE AS PER ARCH. DWG. (N)MSTA49@32" O.C. (N)2x4 BRACE @ 24" O.C. SIMPSON A34 (N)A34@EACH BRACE (N)2xFLAT SLEEPER W/16d@6" O.C. (N)3-16d@ EACH END (N)E.N. PER SHEAR WALL SCHEDULE. (N)HDU2 TO HDU5 PER PLAN (N)SIMPSON CNW COUPLER (E)FLOOR SHEATHING (E)B.N. (E)12" (V.I.F.) UNDISTURBED NATURAL SOILS OR ENGINEERED FILL (E)2x RIM JOIST (N)2x BLK'G (E ) 6" (V . I . F . ) (E)2x UC4A OR HIGHER SILL PLATE P.T.(V.I.F.) (E) 6" CON. STEM WALL (V.I.F.) (N)SET3G SIMPSON-EPOXY- SEE POST INSTALLED ANCHOR NOTES - SHEET S0.02 (SPECIAL INSPECTION REQUIRED.TYP.) 18 " M I N (N)A35@16" O.C. UNO IN SHEAR WALL SCHEDULE (E)FLOOR JOIST (N)SHEAR WALL PER PLAN (E ) 1 8 " M I N . ( V . I . F . ) (N)POST PER PLAN (E)2x SILL PLATE (V.I.F.) (N)2x BLK'G FOR SW2 OR HIGHER W/2-16d (N)NAIL/SCREW PER SEHAR WALL SCHED. (N)5/8" EPOXY TREATED ROD @32" O.C. W/7" MIN EMBEDMENT UNO PER SHEAR WALL SCHEDULE 7" MI N . (N)END THREADED #5, GR 40, STEEL BAR (E) FOUNDATION SE E A R C H . DW G . SE E A R C H . S W G . SE E A R C H . S W G . SE E A R C H . S W G . 1" RECESS (N)3x6UC4A SILL PLATE SE E A R C H . S W G . 1" RECESS (N)2xBLK'G (N)2-16d@ EACH JOIST (N)7-16d@EACH (E) RAFTER TO (N) CEILING (E) ROOF RAFTERS SHALL BE SEATED ON THE (N) CRIPPLE WALL AND CONNECTED WITH 3-10d TOENAIL TO (N) TOP PLATE SEE 4/HFX.01 (N)3x6 UC4A SILL PLATE UNDISTURBED NATURAL SOILS OR ENGINEERED FILL UNDISTURBED NATURAL SOILS OR ENGINEERED FILL PROJECT CLIENT 0'2'4'8'16' SHEET TITLE 922 W PARK LN, SANTA ANA, CA 92706 KAWEHI HOLOMALIA, KEKANI112299@YAHOO.COM FOR FIELD VERIFICATION AND CITY PERMIT ONLY SAZAN INC. 77 Waldorf, Irvine, CA 92612 S4.01 SPECIFIC DETAILS 07/07/2025 EXP. 06-30-2026 3 C SCALE:NTS. (N) ROOF FRAMING AND (N) SHEAR WALL AT (E) ROOF FRAME (N)SHEAR WALL PER PLAN (E)CEILING JOISTS (V.I.F.) (E)ROOF RAFTERS (E)ROOF SHEATHING (N)DBL.2x TOP PLATES (N)BLK'G UNDER ROOF RAFTERS (N)E.N. (N)LTP4 PER SHEAR WALL SCHED. (N)CANT.CEILING JOISTS PER PLAN (N)A35 PER SHEAR WALL SCHED. (N)ROOF RAFTERS PER PLAN (N)ROOF SHEATHING PER PLAN (N)LUS-2X PER FIELD CONDITION (N)B.N. (N)2xBLK'G (N)B.N. SIMPSON A35SIMPSON LTP (N)STUD WALL PER PLAN UNO. PER SHEAR WALL SCHED. (N)CRICKET PER ARCH. DWG. 4 C SCALE:NTS. (N) SHEAR WALL AT (N) ROOF AND (E) ROOF (N)B.N. (N)ROOF SHEATHING PER PLAN (N)ROOF RAFTERS PER PLAN (N)DBL. TOP PLATE (N)A35 PER SHEAR WALL SCHED. (N)E.N. (N)3xSHAPED BLK'G W/16 d@4" O.C. (E)ROOF RAFTER (N)4xBLK'G (E)STUD WALL (N)LTP4@16" O.C. U.N.O. PER SHEAR WALL SCHED. (N)E.N. (N)CEILING JOIST PER PLAN (N)SHEAR WALL PER PALN SIMPSON A35 SIMPSON H2.5A (N)H2.5A INSTALLED @48" O.C. (OR AT PLYWOOD EDGE JOINTS) (N)E.N. SIMPSON LTP 5 C SCALE:NTS. SHEAR TRANSFER DETAIL SIMPSON HANGER (N)E.N. (N)E.N. (N)CANT.CEILING JOIST PER PLAN (N)SHEAR WALL PER PLAN (N) BEAM PER PLAN (N) HANGER PER PLAN (N)CEILING JOISTS PER PLAN (N)SILL PLATE PER SHEAR WALL SCHED. SIMPSON A35 (N)SHEAR WALL PER PLAN (N)STUD WALL PER PLAN UNO. PER SHEAR WALL SCHED. (N)A35 PER SHEAR WALL SCHED. 6 C SCALE:NTS. (N)BEAM PER PLAN SIMPSON HANGER SHEAR TRANSFER AT ROOF AND CEILING SIMPSON A35 (N)DBL. 2x TOP PLATE (N)2x BLK'G @48" O.C. (2 BAYS) (N)ROOF RAFTER PER PLAN (N)ROOF SHEATHING PER PLAN (N)B.N. (N)E.N. (N)2x BLK'G @48" O.C. (2 BAYS) (N)SHEAR WALL PER PLAN (N)2x BLK'G @48" O.C. (2-BAYS) (N)E.N (N)E.N. (N)CEILING JOIST PER PLAN (N)A35 PER SHEAR WALL SCHED. (N)A35 PER SHEAR WALL SCHED.(N)STUD WALL PER PLAN UNO. PER SHEAR WALL SCHED. (N)SILL PLATE PER SHEAR WALL SCHED. (N)2x BLK'G (N)MSTA49@48" O.C. (N)SHEAR WALL PER PALN (N)B.N. (N)2x4@16" O.C. NOTE: ALL ELEVATION AS PER ARCH. DWG. (N)SHEAR WALL PER PLAN (N)CEILING JOIST PER PLAN (N)2x BLK'G W/16d@4" O.C.(TYP.) (E)END NAIL TO REMAIN(V.I.F.) SCALE:NTS. C2 SIMPSON LTP (N) ROOF RAFTER TO (E) ROOF FRAMING CONNECTION 1 C SCALE:NTS. (N)SHEAR WALL PER PLAN (N)ROOF SHEATHING PER PLAN (N)ROOF RAFTER PER PLAN (N)DBL. 2x TOP PLATE (N)CEILING JOIST PER PLAN (N)B.N. (N)B.N. (N)2x BLK'G (N)2x BLK'G (N)BEAM PER PLAN (N)A35@16" O.C. (N)A35 PER SHEAR WALL SCHED. (N)A35 PER SHEAR WALL SCHED. (N)SILL PLATE PER SHEAR WALL SCHED. (N)2x BLK'G SHEAR TRANSFER AT (N) ROOF (N)DBL. 2x TOP PLATE (N)E.N. (N)E.N. (N)STUD WALL PER PLAN UNO. PER SHEAR WALL SCHED. NOTE: ALL ELEVATION AND SLOPE AS PER ARCH. DWG. (N)RIM SIMPSON A35 SIMPSON H2.5A (N)H.5A INSTALLED AT 48" O.C. (OR AT PLYWOOD EDGE JOINTS) (N)2x4 @ 32" O.C. (N)(3)10d NAILS NOTE: ALL ELEVATION AND SLOPE AS PER ARCH. DWG. (N)H.5A INSTALLED AT 48" O.C. (OR AT PLYWOOD EDGE JOIONTS) (N)HANGER PER PLAN (N)2xBLK'G W/16d@4" O.C. (N)DTT2Z @32" O.C. SIMPSON H2.5ASIMPSON DTT2 (N) 2xBLK'G @16" O.C. (N)DBL. 2x TOP PLATE (N)2x BLK'G @48" O.C. (2 BAYS) (N)ROOF RAFTER PER PLAN (N)ROOF SHEATHING PER PLAN (N)B.N. (N)2x BLK'G @48" O.C. (2 BAYS) (N)E.N (N)A35 PER SHEAR WALL SCHED. PLYWOOD JOINT W/ 1 2" GAP (N)E.N. (E) RIDGE BOARD (V.I.F.) (N) 2XSLEEPER (N) ROOF SHEATHING PER PLAN (N) 2XBLK'G (E) ROOF RAFTER (E) ROOF RAFTER (N) B.N. (N) SIMPSON A34 W/SDS SCREWS @E.A. RAFTER (E) ROOF SHEATHING (E)SHEATHING (E) FILLER (N) ROOF RAFTER PER PLAN (N)16d@4" O.C. (N) 3XBLK'G W/2-16d@4" O.C. (N)2-16d@16" O.C. (N) MSTA49@48" O.C. (N)2xRIM (N)CONVENTIONAL CEILING FRAMING (N)DTT2Z TO BE CONNECTED TO (N) ROOF RAFTER PROJECT CLIENT 0'2'4'8'16' SHEET TITLE 922 W PARK LN, SANTA ANA, CA 92706 KAWEHI HOLOMALIA, KEKANI112299@YAHOO.COM FOR FIELD VERIFICATION AND CITY PERMIT ONLY SAZAN INC. 77 Waldorf, Irvine, CA 92612 S4.02 SPECIFIC DETAILS 07/07/2025 EXP. 06-30-2026 'EͲϭ ,K>KD>/Z^/E ^,d Zs d^Z/Wd/KE ϬϱͬϬϮͬϮϰ d,Z^,>>EK,E'^KZs/d/KEKEd,^W>E^t/d,Khdd ,KE^EdK&W>EEWZD/d/E͘EKd^Ed/>^KEd,Zt/E'^^,>>d<WZEKsZ'EZ>EKd^EdzW/>d/>^͘t,ZEKd/>^^,KtEKZEKdKEd,Zt/E'^͕d,d/>^^,>>d,^D^&KZKd,Z^/D/>ZtKZ<͘KEdZdKZ^,>>sZ/&z>>W>E^͕y/^d/E'/DE^/KE^E&/>KE/d/KE^KEd,:K^/dE^,>>/DD/d>zEKd/&zdKW>EEWZD/d/E Ez/^ZWE/^/EtZ/d/E'WZ/KZdKd,KDDEDEdK&Ez tKZ<KZZ^WKE^/>&KZ^D͘ d, ^ ^ / ' E ^ ͕ Z t / E ' ^ E ^ W / & / d / K E ^ Z d , W Z K W Z d z E K W z Z / ' , d K & W > E E W Z D / d / E E ^ , > > E K d h ^ / E K E E d / K E t / d , E z K d , Z t K Z < y W d z ' Z D E d t / d , W > E E W ZD / d / E ͘ z h ^ / E ' d , ^ W > E ^ ͕ d , h ^ Z ' Z ^ d K Z > ^ W > E E W Z D / d / E & Z K D E z E > > > / D ^ ͕ > / / > / d / ^ ͕ ^ h / d ^ ͕ E D E ^ K E K h E d K & E z / E : h Z z ͕ D ' K Z > K ^ ^ K Z W Z ^ K E ^ K Z W Z K W Z d z ͕ / E > h / E ' / E : h Z z K Z d , ͕ K Z K E K D / > K ^ ^ ^ ͕ Z / ^ /E ' K h d K & d , h ^ K & d , ^ W > E ^ ͘ ^<d,&KZZs/t & ϵϬW&KZWWZKs>' ϭϬϬW&KZ^hD/dd> ϵϬW&KZZs/t WZKWZdzZ^^͗ ϵϮϮtWZ<>E͕ ^EdE͕ϵϮϳϬϲ W>EEWZD/d/E͘ Z,/ddhZ>^/'E^Zs/^ ϵϴϵϭ/Zs/EEdZZηϮϬϬ /Zs/E͕ϵϮϲϭϴ ;ϳϭϰͿͲϳϭϱͲϬϵϮϯ ďŝǌΛƉůĂŶĂŶĚƉĞƌŵŝƚ͘ĐŽŵ >Kd/KEYZK͗ STATE OF CALIFORNIAEXP. 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7HVWLQJDQG(YDOXDWLRQRI9RODWLOH2UJDQLF&KHPLFDO(PLVVLRQVIURP,QGRRU6RXUFHV8VLQJ(QYLURQPHQWDO&KDPEHUV 9HUVLRQ-DQXDU\(PLVVLRQWHVWLQJPHWKRGIRU&DOLIRUQLD6SHFLILFDWLRQ 6HH&DOLIRUQLD'HSDUWPHQWRI3XEOLF+HDOWK VZHEVLWHIRUFHUWLILFDWLRQSURJUDPVDQGWHVWLQJODEV KKWSVZZZFGSKFDJRY3URJUDPV&&'3+3'(2'&(+/%,$43DJHV92&DVS[ &20326,7(:22'352'8&76+DUGZRRGSO\ZRRGSDUWLFOHERDUGDQGPHGLXPGHQVLW\ILEHUERDUG FRPSRVLWHZRRGSURGXFWVXVHGRQWKHLQWHULRURUH[WHULRURIWKHEXLOGLQJVVKDOOPHHWWKHUHTXLUHPHQWVIRU IRUPDOGHK\GHDVVSHFLILHGLQ$5% V$LU7R[LFV&RQWURO0HDVXUHIRU&RPSRVLWH:RRG&&5HWVHT E\RUEHIRUHWKHGDWHVVSHFLILHGLQWKRVHVHFWLRQVDVVKRZQLQ7DEOH 'RFXPHQWDWLRQ9HULILFDWLRQRIFRPSOLDQFHZLWKWKLVVHFWLRQVKDOOEHSURYLGHGDVUHTXHVWHG E\WKHHQIRUFLQJDJHQF\'RFXPHQWDWLRQVKDOOLQFOXGHDWOHDVWRQHRIWKHIROORZLQJ 3URGXFWFHUWLILFDWLRQVDQGVSHFLILFDWLRQV &KDLQRIFXVWRG\FHUWLILFDWLRQV 3URGXFWODEHOHGDQGLQYRLFHGDVPHHWLQJWKH&RPSRVLWH:RRG3URGXFWVUHJXODWLRQVHH &&57LWOH6HFWLRQHWVHT ([WHULRUJUDGHSURGXFWVPDUNHGDVPHHWLQJWKH36RU36VWDQGDUGVRIWKH(QJLQHHUHG :RRG$VVRFLDWLRQWKH$XVWUDOLDQ$61=6(XURSHDQ6VWDQGDUGVDQG&DQDGLDQ&6$ &6$&6$DQG&6$VWDQGDUGV 2WKHUPHWKRGVDFFHSWDEOHWRWKHHQIRUFLQJDJHQF\ DISCLAIMER:THIS DOCUMENT IS PROVIDED AND INTENDED TO BE USED AS A MEANS TO INDICATE AREAS OF COMPLIANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS (CALGREEN) CODE. DUE TO THE VARIABLES BETWEEN BUILDING DEPARTMENT JURISDICTIONS, THIS CHECKLIST IS TO BE USED ON AN INDIVIDUAL PROJECT BASIS AND MAY BE MODIFIED BY THE END USER TO MEET THOSE INDIVIDUAL NEEDS. THE END USER ASSUMES ALL RESPONSIBILITY ASSOCIATED WITH THE USE OF THIS DOCUMENT, INCLUDING VERIFICATION WITH THE FULL CODE. < 1$< 1$< 1$< 1$5(6321 3$57< 5(6321 3$57< 5(6321 3$57< 5(6321 3$57< &$/,)251,$*5((1%8,/',1*67$1'$5'6&2'( 5(6,'(17,$/0$1'$725<0($685(66+((7-XO\6XSSOHPHQW< <(6 1$ 127$33/,&$%/( 5(63213$57< 5(63216,%/(3$57<LH$5&+,7(&7(1*,1((5 2:1(5&2175$&725,163(&725(7& ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; 'EZ>EKd^ CITY OF SANTA ANA THERE SHALL BE NO CHANGES OR DEVIATION ON THESE PLANS WITHOUT THE CONSENT OF PLAN AND PERMIT INC. NOTES AND DETAILS ON THE DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS SHOWN OR NOTED ON THE DRAWINGS, THE DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WORK.CONTRACTOR SHALL VERIFY ALL PLANS, EXISTING DIMENSIONS AND FIELD CONDITIONS ON THE JOB SITE AND SHALL IMMEDIATELY NOTIFY TO PLAN AND PERMIT INC ANY DISCREPANCIES IN WRITING PRIOR TO THE COMMENCEMENT OF ANY WORK OR BE RESPONSIBLE FOR SAME. ABBREVIATIONS & 0 (E) (N) AA A/C AD ADU AL APN ARCH AWG BBQ BLDG BTU CAB CA CA LC CLG CMU CONIC CSMT CTDL DEMO DIA DIM D/MWO D/M&O DS DV D/W DWY ELEC M FAU FD FF FG R FLR FP FR FT FTG FXD GAL GB GI GL G GWB GYP HB HDR HR HT INSUL IN KIT MAX MECH MFR MIN MTL MW N/A PL P/L PLY RA RD REF REQ REV SA SEC SF SFD SH SL SLPD SPEC SQ STIR STRG SYSB T TG TV TYP TWH U/ U/C VIF W W/ WH WSOFT W.I.0 W&D AND AT DEGREES DIAMETER PERCENT POUND OR NUMBER EXISTING NEW ATTIC ACCESS AIR CONDITIONING AREA DRAIN ACCESSORY DWELLING UNIT ALUMINUM ASSESSORS PARCEL NUMBER ARCHITECT AWNING BARBEQUE BUILDING BRITISH THERMAL UNIT CABINET CRAWL SPACE ACCESS CALCULATION CEILING CONCRETE MASONRY UNIT CONCRETE CASEMENT CATHEDRAL DEMOLITION DIAMETER DIMENSION DOUBLE OVEN AND MICROWAVE DOUBLE MICROWAVE AND WARMING DOWNSPOUT DRYER VENT DISHWASHER DRIVEWAY ELECTRICAL ELECTRICAL METER FORCED AIR UNIT FLOOR DRAIN FINISH FLOOR FINISH GRADE FLOOR FIREPLACE FIRE RATED FOOT/FEET FOOTING FIXED GALLON GYPSUM BOARD GALVANIZED IRON GLASS GAS METER GYPSUM WALL BOARD GYPSUM HOSE BIBB HEADER HOUR HEIGHT INSULATION INCH KITCHEN MAXIMUM MECHANICAL MANUFACTURER MINIMUM M ETAL MICROWAVE NOT APPLICABLE PLATE PROPERTY LINE PLYWOOD RETURN AIR ROOF DRAIN REFRIGERATOR REQUIRED REVISION SUPPLY AIR SECTION SQUARE FEET SINGLE FAMILY DWELLING SINGLE HUNG SLIDING SLOPED SPECIFICATIONS SQUARE STRUCTURAL STORAGE SIDE YARD SETBACK THERMOSTAT TEMPERED GLASS TELEVISION TYPICAL TANKLESS WATER HEATER UNDER UNDER COUNTER VERIFY IN FIELD WATER METER WITH WATER HEATER WATER SOFTENER WALK - IN CLOSET WASHER AND DRYER CONTRACTORS NOTES 1. CONSTRUCTION WASTE REDUCTION, DISPOSAL, AND RECYCLING SHALL COMPLY WITH REQUIREMENT OF CALGREEN DIVISION 4.4 MATERIAL CONSERVATION AND RESOURCE EFFICIENCY AND/OR AHJ REGULATIONS, WHICHEVER IS MORE STRICT. 2. CONTRACTOR SHALL OBTAIN ALL PERMITS, AND CHECK GOVERNING AUTHORITIES SPECIFICATIONS FOR CONSTRUCTION INCLUDING REMOVAL OR RELOCATION OF EXISTING UTILITIES 3. CONTRACTOR SHALL GIVE NOTICES REQUIRED BY GOVERNMENTAL AUTHORITIES AND BY THE OWNER OR HIS REPRESENTATIVE. 4. CONTRACTOR SHALL VISIT THE JOB SITE AND SHALL FAMILIARIZE HIMSELF WITH ALL CONDITIONS AFFECTING THE PROPOSED WORK AND SHALL MAKE PROVISIONS AS TO THE COST THEREOF. CONTRACTOR SHALL BE RESPONSIBLE FOR FAMILIARIZING HIMSELF WITH ALL CONTRACT DOCUMENTS, FIELD CONDITIONS AND DIMENSIONS AND CONFIRMING THAT THE WORK MAY BE ACCOMPLISHED AS SHOWN (PRIOR TO) FINALIZING BIDS AND PROCEEDING WITH CONSTRUCTION. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF "PLAN AND PERMIT INC" PRIOR TO THE COMMENCEMENT OF WORK. NO COMPENSATION WILL BE AWARDED BASED ON CLAIM OF LACK OF KNOWLEDGE OF FIELD CONDITIONS. NOTIFY PLAN AND PERMIT INC. PROMPTLY, SHOULD ANY QUESTIONS ARISE PERTAINING TO THE PLANS, OR IF CONDITIONS ARE FOUND THAT MAY PREVENT THE PROPER EXECUTION OF ANY PORTION OF THE WORK. THE CONTRACTOR SHALL CORRECT ALL ERRORS, DISCREPANCIES, OR OMISSIONS WHICH RESULT FROM HIS FAILURE TO NOTIFY "PLAN AND PERMIT INC". BEFORE STARTING FABRICATION OR INSTALLATION OF ANY ITEM OR WORK. 5. CONTRACTOR SHALL NOTIFY DESIGNER OF ANTICIPATED FINAL INSPECTION DATE TWO WEEKS IN ADVANCE, IN WRITING. 6. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION INCLUDING SHORING AND TEMPORARY BRACING AND TAKE ALL NECESSARY MEASURES TO INSURE THE SAFETY OF ALL PERSONS AND STRUCTURES NEXT TO THE SITE. CARE SHALL BE TAKEN TO PROTECT FROM ANY DAMAGE ALL TREES AND VEGETATION ON SITE AND ON ADJOINING PROPERTIES. ANY TRIMMING OR OTHER ALTERATION DONE TO TREES SHALL BE DONE SO ONLY BY APPROVAL OF THE OWNER. 7. "PLAN AND PERMIT INC" SHALL NOT BE HELD RESPONSIBLE FOR THE CONTRACTOR'S FAILURE TO CONFORM TO THE PLANS, CODES, REGULATIONS AND LAWS, OR FOR THE PERFORMANCE OF THE CONTRACTOR IN A TIMELY AND SATISFACTORY MANNER. 8. "PLAN AND PERMIT INC" WILL NOT PROVIDE REGULAR ON SITE CONTRACT ADMINISTRATION AND IS AVAILABLE ONLY AT REQUEST OF THE OWNER. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR QUALITY CONTROL AND CONSTRUCTION STANDARDS FOR THIS PROJECT. 9. THESE PLANS ARE FOR GENERAL CONSTRUCTION PURPOSES ONLY. THEY ARE NOT EXHAUSTIVELY DETAILED NOR FULLY SPECIFIED. THE DRAWINGS WERE PREPARED TO A LEVEL OF COMPLETION SATISFACTORY FOR BUILDING PERMIT PURPOSES AND FOR CONSTRUCTION BY A KNOWLEDGEABLE AND EXPERIENCED CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR PREPARATION OF ANY SUPPLEMENTAL PRODUCT SPECIFICATIONS, COORDINATION AND INSTALLATION OF ALL MATERIALS AND EQUIPMENT. 10.CONTRACTOR SHALL DELIVER TO OWNER, UPON PROJECT CLOSE-OUT THE PERMIT AND RECORD (AS -BUILT) SETS OF PLANS TOGETHER WITH OPERATION AND MAINTENANCE DATA, WARRANTIES, BONDS IF APPLICABLE, CERTIFICATES OF COMPLIANCE REQUIRED BY REGULATORY AUTHORITIES AND SUCH OTHER PROJECT RECORDS AS MAY BE REQUESTED BY THE OWNER. 11.CLEAN-UP: THE CONTRACTOR SHALL REMOVE ALL DEBRIS FROM THE BUILDING SITE AND INSIDE BUILDING THE WORK AS CLEAR OF RUBBISH AS POSSIBLE DURING THE COURSE OF THE WORK. BEFORE FINAL NOTICE OF COMPLETION, THE BUILDING WILL BE FULLY CLEANED, INCLUDING ALL GLASS POLISHED, SCRUBBED AND CLEANED, AND THE BUILDING SHALL BE SUITABLE FOR IMMEDIATE OCCUPANCY BY OWNER. CONTRACTOR AND SUBCONTRACTOR SHALL MAINTAIN THE PREMISES, CLEAN AND FREE OF ALL TRASH AND DEBRIS, AND SHALL PROTECT ALL ADJACENT WORK FROM DAMAGE, SOILING, PAINT OVER -SPRAY, DUST, ETC. SHALL PROVIDE ADEQUATE TRASH CONTAINERS FOR THE DISPOSAL OF UNUSED MATERIAL AND TRASH. 12.PLANS ARE NOT TO BE SCALED. THESE PLANS ARE INTENDED TO BE A DIAGRAMMATIC OUTLINE ONLY UNLESS OTHERWISE NOTED. THE WORK SHALL INCLUDE FURNISHING MATERIALS, EQUIPMENT AND APPURTENANCES, AND LABOR NECESSARY TO EFFECT ALL INSTALLATIONS AS INDICATED ON THE DRAWINGS. 13.DIMENSIONS SHOWN ARE TO FINISH SURFACES UNLESS OTHERWISE NOTED. SPACING BETWEEN EQUIPMENT IS REQUIRED CLEARANCE. THEREFORE, IT IS CRITICAL TO FIELD VERIFY DIMENSIONS, SHOULD THERE BE ANY QUESTIONS REGARDING THE CONTRACT DOCUMENTS, EXISTING CONDITIONS AND/OR DESIGN INTENT, THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING THE WORK. 14.DETAILS ARE INTENDED TO SHOW DESIGN INTENT. MODIFICATIONS MAY BE REQUIRED TO SUIT JOB DIMENSIONS OR CONDITIONS, AND SUCH MODIFICATIONS SHALL BE INCLUDED AS PART OF THE WORK. 15.CONTRACTOR SHALL RECEIVE CLARIFICATION IN WRITING, AND SHALL RECEIVE IN WRITING AUTHORIZATION TO PROCEED BEFORE STARTING WORK ON ANY ITEMS NOT CLEARLY DEFINED OR IDENTIFIED BY THE CONTRACT DOCUMENTS. 16.CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK USING THE BEST CONSTRUCTION SKILLS AND ATTENTION. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES AND FOR COORDINATING ALL PORTIONS OF THE WORK UNDER CONTRACT, UNLESS OTHERWISE NOTED. 17.CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE WORK AREA, ADJACENT AREAS AND BUILDING OCCUPANTS THAT ARE LIKELY TO BE AFFECTED BY THE WORK UNDER THIS CONTRACT. 18.CONTRACTOR SHALL MINIMIZE DISTURBANCE TO EXISTING SITE DURING CONSTRUCTION. EROSION CONTROL MEASURES, IF REQUIRED DURING CONSTRUCTION SHALL BE IN CONFORMANCE WITH JURISDICTIONAL OR STATE AND LOCAL GUIDELINES FOR EROSION AND SEDIMENT CONTROL AND COORDINATED WITH LOCAL REGULATORY AUTHORITIES. 19.GENERAL CONTRACTOR IS RESPONSIBLE TO COORDINATE WORK OF ALL OF OWNER'S SUBCONTRACTORS AND FIXTURE CONTRACTORS INCLUDING THE PERFORMANCE OF SUCH MISCELLANEOUS WORK AS MAY BE NECESSARY FOR THEM TO COMPLETE THEIR WORK. 20.INSTALL ALL EQUIPMENT AND MATERIALS IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS UNLESS SPECIFICALLY OTHERWISE INDICATED OR WHERE LOCAL CODES OR REGULATIONS TAKE PRECEDENCE. 21.TEMPERED GLASS SHALL BE PERMANENTLY IDENTIFIED AND VISIBLE WHEN THE UNIT IS GLAZED. 22.ALL NEW GLAZING (PENETRATIONS) WILL BE INSTALLED WITH A CERTIFYING LABEL ATTACHED, SHOWING THE U - VALUE. 23.MAKE NECESSARY PROVISIONS TO PROTECT EXISTING SURFACES, EQUIPMENT, IMPROVEMENTS, PIPING ETC. AND IMMEDIATELY REPAIR ANY DAMAGE THAT OCCURS DURING CONSTRUCTION. 24.IN DRILLING HOLES INTO CONCRETE WHETHER FOR FASTENING OR ANCHORING PURPOSES, OR PENETRATIONS THROUGH THE FLOOR FOR CONDUIT RUNS, PIPE RUNS, ETC., MUST BE CLEARLY UNDERSTOOD THAT REINFORCING STEEL SHALL NOT BE DRILLED INTO, CUT OR DAMAGED UNDER ANY CIRCUMSTANCES (UNLESS NOTED OTHERWISE). LOCATIONS OF REINFORCING STEEL ARE NOT DEFINITELY KNOWN AND THEREFORE MUST BE SEARCHED FOR BY APPROPRIATE METHODS AND EQUIPMENT. 25.SEAL PENETRATIONS THROUGH FIRE RATED AREAS WITH U.L. LISTED AND FIRE CODE APPROVED MATERIALS. 26.KEEP CONTRACT AREA CLEAN, HAZARD FREE, AND DISPOSE OF ALL DIRT, DEBRIS, AND RUBBISH. EQUIPMENT NOT SPECIFIED AS REMAINING ON THE PROPERTY OF THE OWNER SHALL BE REMOVED. LEAVE PREMISES IN CLEAN CONDITION AND FREE FROM PAINT SPOTS, DUST, OR SMUDGES OF ANY NATURE. CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING ALL ITEMS UNTIL COMPLETION OF CONSTRUCTION. 27.ALL EXISTING INACTIVE SEWER, WATER, GAS, ELECTRIC AND OTHER UTILITIES, WHICH INTERFERE WITH THE EXECUTION OF THE WORK, SHALL BE REMOVED AND/OR CAPPED, PLUGGED OR OTHERWISE DISCONTINUED AT POINTS WHICH WILL NOT INTERFERE WITH THE EXECUTION OF THE WORK, SUBJECT TO APPLICABLE REGULATORY AUTHORITIES. 28.CONTRACTOR TO VERIFY IN FIELD EXISTING CONDITION STRUCTURAL SYSTEM AND PROPOSED SCOPE OF WORK (DEMOLITION ).CONTRACTOR ON DISCOVERY OF DISCREPANCY BETWEEN PROPOSED SCOPE AND EXISTING CONDITION WILL NOTIFY IMMEDIATE ARCHITECT AND STRUCTURAL ENGINEER. 29.CONTRACTOR TO COORDINATE LOCATION OF DEDICATED OUTLETS AND VENTS WITH FINAL LOCATION OF EQUIPMENT. 30.CONTRACTOR TO COORDINATE ROUTING OF VENTS AND EXHAUST DUCTING TO ROOF AND/OR EXTERIOR WALL PER (E) CONDITION. 31.CONTRACTOR TO COORDINATE 2X FRAMING PER STRUCTURAL AND T24 SHEETS. 32.CONTRACTOR TO COORDINATED REQUIRED RO PER WINDOW AND DOOR SCHEDULE. 33.GENERAL CONTRACTOR TO COORDINATE ROUTING OF NEW ELECTRICAL, GAS, AND PLUMING LINES (AS NEEDED) PER PROPOSED SCOPE OF WORK. 34.ALL FIRE RATED PARTITION FRAMING TO CONTINUE TO THE UNDERSIDE OF ROOF SHEATHING OR SUB FLOOR ABOVE. GENERAL NOTES 30.CONTRACTOR SHALL ENSURE THAT ALL WORK IS PERFORMED IN A PROFESSIONAL AND WORKMANLIKE MANNER BY SKILLED MECHANICS OF THE TRADE AND SHALL REPLACE ANY ITEMS DAMAGED BY THE CONTRACTOR'S OR SUBCONTRACTORS' PERFORMANCE AT NO ADDITIONAL COST TO THE OWNER. 31.SUBCONTRACTORS AND SUPPLIERS ARE HEREBY NOTIFIED THAT THEY ARE TO CONFER AND COOPERATE FULLY WITH EACH OTHER DURING THE COURSE OF CONSTRUCTION TO DETERMINE THE EXACT EXTENT AND OVERLAP OF EACH OTHER'S WORK AND TO SUCCESSFULLY COMPLETE THE EXECUTION OF THE WORK AND IN A TIMELY MANNER. 32.CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES, AND FOR THE SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK. FIELD OBSERVATIONS BY PLAN AND PERMIT INC. OR STRUCTURAL ENGINEER SHALL NOT BE CONSTRUED AS REVIEWING NOR APPROVING THE SAME. 33.CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY SHORING, BRACING, SUPPORTS, ETC., AS MAY BE REQUIRED TO SAFELY COMPLETE THE CONSTRUCTION PROCESS, AND SHALL BE RESPONSIBLE FOR THE DESIGN, ADEQUACY, AND SAFETY OF THIS WORK. FIELD OBSERVATIONS BY PLAN AND PERMIT INC. OR STRUCTURAL ENGINEER SHALL NOT INCLUDE ITEMS AS STATED HEREIN. 34.NO STORAGE OR PLACEMENT OF HAZARDOUS, TOXIC, CARCINOGENIC, OR FLAMMABLE MATERIALS SHALL BE PERMITTED ON THE SITE. DISPOSAL OF SAID MATERIALS SHALL BE IN A SAFE MANNER AND SHALL COMPLY WITH ALL CURRENT APPLICABLE LAWS AND REGULATIONS. 35.CONTRACTOR SHALL INSPECT AND VERIFY THAT THE PROJECT WORK SPACE IS ASBESTOS FREE. THE CONTRACTOR MUST NOTIFY THE CITY OFFICIALS, OWNER AND DESIGNER IMMEDIATELY, IF THE PRESENCE OF ASBESTOS, OR ANY HAZARDOUS MATERIAL IS DETECTED OR SUSPECTED. 36.PLAN AND PERMIT INC. DOES NOT GUARANTEE THE GENERAL CONTRACTOR'S AND /OR SUBCONTRACTORS' PERFORMANCE, AND NO PROVISIONS OF THE CONTRACT DOCUMENTS PERFORMANCE, INCOMPETENCE, OR ERRORS OR OMISSIONS OR COMMISSION OF THE SUBCONTRACTOR. 37.THIS IS A BUILDERS SET OF DRAWINGS. THESE NOTES ARE TO PROVIDE GENERAL INFORMATION ONLY. SPECIFICATIONS ARE TO BE PROVIDED BY OWNER. FOR CONVENIENCE OF REFERENCE AND TO FACILITATE THE LETTING OF CONTRACTS AND SUBCONTRACTS, THE NOTES ARE SEPARATE, NOT TITLED SECTIONS. SUCH SEPARATIONS SHALL NOT OPERATE TO MAKE PLAN AND PERMIT INC. OR ARBITER TO ESTABLISH LIMITS BETWEEN THE CONTRACTOR AND SUBCONTRACTORS. DEFINITIONS 1. THE DESIGN AND WORK SHALL COMPLY WITH THE LATEST ADOPTED EDITIONS OF THE CALIFORNIA BUILDING STANDARDS CODE FOUND IN STATE OF CALIFORNIA TITLE 24 CCR AS AMENDED AND ADOPTED BY THE CITY. HAVING JURISDICTION (SEE MUNICIPAL CODE). IN THE CASE OF CONFLICT WITH THESE REGULATIONS AND THE CONTRACT DOCUMENTS, THE MOST RESTRICTIVE SHALL APPLY 2. WHERE NO CONSTRUCTION DETAILS ARE SHOWN OR NOTED FOR ANY PART OF THE WORK TO BE DONE THE DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WORK. 3. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL UTILITY SERVICES IN THE AREA TO BE EXCAVATED (ABOVE AND BELOW GRADE) PRIOR TO COMMENCING THE WORK TO BE DONE. 4. SHOULD ANY LOOSE FILL / EXPANSIVE SOIL / GROUND WATER OR OTHER DANGEROUS CONDITIONS BE ENCOUNTERED DURING SITE EXCAVATION THE GENERAL CONTRACTOR, OWNER AND ENGINEER SHALL BE NOTIFIED AND ALL WORK SHALL CEASE IMMEDIATELY. 5. SMOKE AND CARBON MONOXIDE DETECTORS ARE REQUIRED IN THE HALL/AREA SERVICING EACH SLEEPING AREA. BATTERY OPERATED DETECTORS ARE ACCEPTABLE FOR EXISTING CONSTRUCTION. 6. INTERIOR WALLS AND CEILING FINISH FLAME SPREAD RATING SHALL CONFORM TO THE REQUIREMENTS OF LOCAL CODES, ORDINANCE, RULES AND REGULATIONS. 7. THE CONSTRUCTION, REMODEL, OR DEMOLITION OF BUILDING SHALL COMPLY WITH REQUIRED CODE. 8. THE CONTRACTOR, BEFORE COMMENCING WORK, SHALL NOTIFY THE OWNER IN WRITING OF ANY WORK CANNOT BE FULLY GUARANTEED OR EXECUTED WITHIN THE INTENT OF THE DRAWINGS PRIOR TO BID SUBMITTAL. 9. ALL CONSTRUCTION SHALL BE IN STRICT CONFORMANCE WITH MANUFACTURERS' SPECIFICATIONS. ALL DISCREPANCIES BETWEEN THESE SPECIFICATIONS AND THE CONTRACT DOCUMENTS PREPARED BY PLAN AND PERMIT INC. AND HIS CONSULTANTS SHALL BE BROUGHT TO THE ATTENTION OF DESIGNER IN WRITING BEFORE COMMENCING WORK. 10.REFERENCE TO PRODUCT MANUFACTURER OR TRADE NAMES ARE FOR MINIMUM PERFORMANCE SPECIFICATION ONLY. SUBMITTAL EQUALS MAY BE ALLOWED UPON APPROVAL BY PLAN AND PERMIT INC.. MATERIAL SUBSTITUTIONS MADE BY THE CONTRACTOR WITHOUT WRITTEN APPROVAL BY PLAN AND PERMIT INC. SHALL NOT BE RESPONSIBILITY OR OF RELATED MATERIALS AND DETAILS. 11.CUTTING AND PATCHING INCLUDES CUTTING INTO EXISTING CONSTRUCTION TO PROVIDE FOR INSTALLATION OR PERFORMANCE OF OTHER WORK AND SUBSEQUENT FITTING AND PATCHING REQUIRED TO RESTORE SURFACES TO THEIR ORIGINAL CONDITION. USE MATERIALS FOR CUTTING AND PATCHING IDENTICAL TO EXISTING MATERIALS. 12.DO NOT CUT AND PATCH STRUCTURAL WORK IN A MANNER THAT WOULD RESULT IN A REDUCTION OF CARRYING CAPACITY OR LOAD -DEFLECTION RATIO. SUBMIT PROPOSAL AND OBTAIN ENGINEER'S APPROVAL BEFORE PROCEEDING WITH CUT AND PATCH OF STRUCTURAL WORK. 13.ALL DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALE SHOWN ON THE PLANS. DIMENSIONS ARE TO FACE OF STUDS, FACE OF FOUNDATION, FACE OF CONCRETE BLOCK TOP OF SLAB, OR CENTER OF OPENINGS, U.N.O .. DO NOT SCALE DRAWINGS. CONTRACTOR SHALL VERIFY DIMENSIONS AND REVIEW ANY CONFLICTS OR DISCREPANCIES WITH PLAN AND PERMIT INC. PRIOR TO COMMENCEMENT OF WORK. 14.THE ARCHITECTURAL SITE PLAN IS NOT A SURVEY. IT IS BASED ON SITE INFORMATION PROVIDED BY THE OWNER FOR BUILDING DEPARTMENT REFERENCE ONLY. ON -SITE VERIFICATION OF ALL DIMENSIONS, ALL EXISTING CONDITIONS, GROUND WATER, EXISTING IMPROVEMENTS, PROPERTY LINES, EASEMENTS, SETBACKS, EXISTING UTILITIES AND SUBSTRUCTURES IS THE RESPONSIBILITY OF THE CONTRACTOR. 15.ONLY NOTED DIMENSIONS ARE TO BE USED FOR CONSTRUCTION PURPOSES. DO NOT SCALE DRAWINGS. OBTAIN CLARIFICATION OF DIMENSIONS FROM DESIGNER WHEN NECESSARY. ERRORS CAUSED BY SCALED DIMENSIONS SHALL BE CORRECTED BY THE CONTRACTOR AT HIS OWN EXPENSE. 16.MAINTAIN ON THE JOB SITE, IN GOOD ORDER, ONE COPY OF ALL PLANS AND MODIFICATIONS THERETO, (AS -BUILT) FIELD TEST RECORDS AND INSPECTION REPORTS, CORRESPONDENCE PERTAINING TO THE WORK ON SITE AND PERMITS, AND PERMITS, AND PERMIT SETS OF PLANS FOR THE USE OF BUILDING OFFICIALS. FIRE DEPARTMENT NOTES 1. THE CONTRACTOR SHALL PROVIDE HIGH PERFORMANCE FIRE STOP SYSTEM AT ALL FIRE RATED PENETRATION INSTALLED PER MANUFACTURE'S LATEST INSTALLATION SPECIFICATION. 2. ALL PENETRATIONS THROUGH FIRE RATED ASSEMBLIES SHALL BE CONSTRUCTED SO AS TO MAINTAIN AN EQUAL OR GREATER FIRE RATING. 3. BUILDINGS UNDERGOING CONSTRUCTION, ALTERATION OR DEMOLITION SHALL BE IN ACCORDANCE WITH CFC ARTICLE 87. [CFC 87011 4. ADDRESS SHALL BE PROVIDED FOR ALL NEW AND EXISTING BUILDINGS IN A POSITION AS TO BE PLAINLY SEEN VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY [CFC 901.4.4, FHPS POLICY P-00-61 5. DECORATIVE MATERIALS SHALL BE MAINTAINED IN A FLAME-RETARDANT CONDITION. [CALIF. CODE OF REGS., TITLE 19, 3.08, 3.21, CEC 2501.51 6. CONTRACTOR SHALL CONTACT THE COUNTY FIRE AUTHORITY FOR AN INSPECTION UPON COMPLETION OF WORK. Planning and Building Agency Awl, Approved 0 FOR PERMIT ISSUANCE 0 0 0 Z 0 Master I D: w 0 a Date:0 Dow- o } z PLAN AND PERMIT INC. ARCHITECTURAL DESIGN SERVICES 9891 IRVINE CENTER DR #200 IRVINE, CA 92618 (714)-715-0923 biz@planandpermit.com PROJECT NUMBER: 576 DRAWN BY: MEHRUN ABBASSI REVIEWED AND VERIFIED BY: PAUL S. SAN GEMINO ARCHITECT'S STAMP: D A R %PAUL SAN GEMINO � U C - 34643 R SIGNATURE 06/30/2027 EXPDATE OF CAL F HOLOMALIA RESIDENCE PROPERTY ADDRESS: 922 W PARK LN, SANTA ANA, CA 92706 LOCATION QR CODE: ❑0 r L ffl 0 07/10/25 100PD FOR SUBMITTAL J 05/01/25 FOR PLANNING REVIEW I 04/19/25 FOR PLANNING REVIEW H 02/21/25 FOR PLANNING REVIEW G 02/06/25 FOR PLANNING REVIEW F 09/15/24 FOR PLANNING REVIEW E 08/20/24 FOR PLANNING REVIEW D 07/23/24 90PD FOR APPROVAL C 07/09/24 90PD FOR REVIEW B 06/09/24 SKETCH FOR REVIEW A 05/02/24 SKETCH FOR REVIEW REV DATE DESCRIPTION GENERAL NOTES SHEET GNm3 s Z En g i n e e r i n g P l a n n i n g T i t l e 2 4 © , N i k a n D e s i g n G r o u p . i n c . , a C a l i f o r n i a c o r p o r a t i o n , A L L R I G H T S R E S E R V E D Title 24 Experts Nikan Design Group Inc. 7518 Jumilla Ave. Winnetka, CA 91306 818-561-9333 20 2 3 Title 24 Compliance: Nikan Design Group Inc. (Title 24 Experts) 7518 Jumilla Ave. Winnetka, CA 91306 818-561-9333 Client: Project Name: DRAWN BY: MARAL RAHMANI T24.1 TITLE 24 COMPLIANCE Project Number: Date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Therefore, CHEERS is not responsible for,and cannot guarantee, the accuracy or completeness of the information contained in this document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Therefore, CHEERS is not responsible for,and cannot guarantee, the accuracy or completeness of the information contained in this document. HOLOMALIA RESIDENCE SANTA ANA, CA 92706 922 W PARK LN. 9891 IRVINE CENTER DR #200 IRVINE, CA 92618 PLAN AND PERMIT INC. (714)-715-0923 75-250611-02 6/11/2025 Maral Rahmani Digitally signed by Maral Rahmani DN: C=US, E=mrahmani@dlrgroup.com, O=DLR Group, OU=Mechanical, CN=Maral Rahmani Date: 2023.03.23 21:11:44-07'00' En g i n e e r i n g P l a n n i n g T i t l e 2 4 © , N i k a n D e s i g n G r o u p . i n c . , a C a l i f o r n i a c o r p o r a t i o n , A L L R I G H T S R E S E R V E D Title 24 Experts Nikan Design Group Inc. 7518 Jumilla Ave. Winnetka, CA 91306 818-561-9333 20 2 3 Title 24 Compliance: Nikan Design Group Inc. (Title 24 Experts) 7518 Jumilla Ave. Winnetka, CA 91306 818-561-9333 Client: Project Name: DRAWN BY: MARAL RAHMANI T24.2 TITLE 24 COMPLIANCE Project Number: Date: 4.4-.5-22 &2&22-.7&.. 2 3 - . $5 !" " ! 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E ## @% ", ##+, ##+D 3 : 425-P010179984A-000-000-0000000-0000 06/12/2025 00:01 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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C 2F5 ! *.) :! 3 ) :! 3 '! 2 #%, # ; < 2 2 '#' 2 ;2<= 425-P010179984A-000-000-0000000-0000 06/12/2025 00:01 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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aral Rahmani Title24 Experts 06/11/2025 23882 Mariano St. Woodland Hills, CA 91306 3105044878 Mehrun Abbassi Plan and Permit Inc 06/12/2025 9891 Irvine Center Dr Ste 200 Irvine, CA 92618 7147150923 425-P010179984A-000-000-0000000-0000 06/12/2025 00:01 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 ofthis registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. HOLOMALIA RESIDENCE SANTA ANA, CA 92706 922 W PARK LN. 9891 IRVINE CENTER DR #200 IRVINE, CA 92618 PLAN AND PERMIT INC. (714)-715-0923 75-250611-02 6/11/2025 En g i n e e r i n g P l a n n i n g T i t l e 2 4 © , N i k a n D e s i g n G r o u p . i n c . , a C a l i f o r n i a c o r p o r a t i o n , A L L R I G H T S R E S E R V E D Title 24 Experts Nikan Design Group Inc. 7518 Jumilla Ave. Winnetka, CA 91306 818-561-9333 20 2 3 Title 24 Compliance: Nikan Design Group Inc. (Title 24 Experts) 7518 Jumilla Ave. Winnetka, CA 91306 818-561-9333 Client: Project Name: DRAWN BY: MARAL RAHMANI T24.3 TITLE 24 COMPLIANCE Project Number: Date: BUILDING ENERGY ANALYSIS REPORT PROJECT: Project Designer: Report Prepared by: Job Number: Date: The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program h as approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2022 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC – www.energysoft.com. HOLOMALIA RESIDENCE 23882 Mariano st. 9891 IRVINE CENTER DR #200 IRVINE, CA 92618 PLAN AND PERMIT INC. Maral Rahmani (714)-715-0923 SANTA ANA, CA 92706 6/11/2025 75-250611-02 Woodland Hills, CA 91367 818-561-9333 922 W PARK LN. RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Building Type Single Family Addition Alone Date Multi Family Existing+ Addition/Alteration Project Address California Energy Climate Zone Total Cond. Floor Area Addition # of Units INSULATION Area Construction Type Cavity (ft2) Special Features Status FENESTRATION Total Area: Glazing Percentage: New/Altered Average U-Factor: Orientation Area(ft2) U-Fac SHGC Overhang Sidefins Exterior Shades Status HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R-Value Status WATER HEATING Qty. Type Gallons Min. Eff Distribution Status New 128 Page 14 of 21 6/11/2025 none none 15.0% none N/A none New N/A Left (SE) Existing 12.0 Rear (SW) 0.530 84.0 0.580 0.65 HOLOMALIA RESIDENCE Roof Wood Framed Attic Wall R 30 Wood Framed none none ✔ N/A 554 313 Attic CA Climate Zone 08 R 19 none Existing none Skylight 25.5 Front (NE) 0.400 20.0 1 0.65 0.300 Small Instantaneous Gas 0.23 New Rear (SW) 1 80.0 Existing ✔ (E) A/C Ducted Demising Opaque Door Wall - no insulation Wood Framed R 15 545 R 15 Existing none Existing N/A 0.300 Existing 0.23 none 2,087 none 0 N/A 0.87 New New Left (SE)20.0 0.530 0.65 R-5 Ducted 16.0 SEER2 20 New 262 Floor Wood Framed w/Crawl Space none none 1 none Gas Central Furnace Standard none N/A Existing N/A Front (N) New 40.0 Front (N) 0.580 13.0 0.65 0.300 8.0 0.23 New 140 New Existing Door Wood Framed Attic Wall R 30 Wood Framed 922 W PARK LN. SANTA ANA 1,524 none 554 N/A New 80% AFUE Left (SE) 0.32 Split Air Conditioner User Number: 20127 none18.4 0.300 0.40 none 0.23 N/A Setback New New Roof ID: 75-250611-02 R 15 Wood Framed EnergyPro 9.4 by EnergySoft 320 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Single Family Addition Alone Multi Family Existing+ Addition/Alteration Project Address INSULATION Construction Type Cavity (ft2) Special Features Status FENESTRATION Total Area: Glazing Percentage: New/Altered Average U-Factor: Orientation ft2) HVAC SYSTEMS Heating HVAC DISTRIBUTION Location WATER HEATING Type Existing Page 15 of 21 6/11/2025 15.0% HOLOMALIA RESIDENCE ✔ ✔ Wood Framed Wood Framed Wood Framed 922 W PARK LN. SANTA ANA Wood Framed w/Crawl Space EnergyPro 9.4 by EnergySoft 2022 Single-Family Residential Mandatory Requirements Summary 5/6/22 NOTE: Single-family residential buildings subject to the Energy Codes must comply with all applicable mandatory measures, regardless of the compliance approach used. Review the respective section for more information. (04/2022) Building Envelope: § 110.6(a)1: Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 CFM per square foot or less when tested per NFRC-400, ASTM E283, or AAMA/WDMA/CSA 101/I.S.2/A440-2011. * § 110.6(a)5: Labeling. Fenestration products and exterior doors must have a label meeting the requirements of § 10-111(a). Field fabricated exterior doors and fenestration products must use U-factors and solar heat gain coefficient (SHGC) values from Tables 110.6-A, 110.6-B, or JA4.5 for exterior doors. They must be caulked and/or weather-stripped. Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be caulked, gasketed, or weather stripped. Insulation Certification by Manufacturers. Insulation must be certified by the Department of Consumer Affairs, Bureau of Household Goods and Services (BHGS). § 110.8(g): Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of § 110.8(g). § 110.8(i): Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the on the CF1R. Radiant Barrier. When required, radiant barriers must have an emittance of 0.05 or less and be certified to the Department of Consumer Affairs. Roof Deck, Ceiling and Rafter Roof Insulation. Roof decks in newly constructed attics in climate zones 4 and 8-16 area-weighted as specified in § 110.7, including but not limited to placing insulation either above or below the roof deck or on top of a drywall ceiling. § 150.0(b): Loose-fill Insulation. Loose fill insulation must meet the manufacturer’s required density for the labeled R-value. Wall Insulation. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U-factor of 0.102 or less, or R-20 in 2x6 inch wood factor not exceeding 0.102. Masonry walls must meet Tables 150.1-A or B. Raised-floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U-factor. Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone physical damage and UV light deterioration; and, when installed as part of a heated slab floor, meet the requirements of § 110.8(g). Vapor Retarder. In climate zones 1 through 16, the earth floor of unvented crawl space must be covered with a Class I or Class II §150.0(d). Vapor Retarder. In climate zones 14 and 16, a Class I or Class II vapor retarder must be installed on the conditioned space side of all insulation in all exterior walls, vented attics, and unvented attics with air-permeable insulation. Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have a maximum U-factor of 0.45; or area-weighted average U-factor of all fenestration must not exceed 0.45. Fireplaces, Decorative Gas Appliances, and Gas Log: § 110.5(e) Pilot Light. Continuously burning pilot lights are not allowed for indoor and outdoor fireplaces. § 150.0(e)1: Closable Doors. Masonry or factory-built fireplaces must have a closable metal or glass door covering the entire opening of the firebox. Combustion Intake. Masonry or factory-built fireplaces must have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight-fitting damper or combustion-air control device. Flue Damper. Masonry or factory-built fireplaces must have a flue damper with a readily accessible control. * Space Conditioning, Water Heating, and Plumbing System: § 110.0-§ 110.3: Certification. Heating, ventilation, and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other regulated appliances must be certified by the manufacturer to the California Energy Commission. § 110.2(a): HVAC Efficiency. Equipment must meet the applicable efficiency requirements in Table 110.2-A through Table 110.2-N. Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance the cut-off temperature for compression heating is higher than the cut-off temperature for supplementary heating. Thermostats. All heating or cooling systems not controlled by a central energy management control system (EMCS) must have a setback thermostat. § 110.3(c)3: Insulation. Unfired service water heater storage tanks and solar water-heating backup tanks must have adequate insulation, or tank Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBtu per hour (2 kW) must have isolation valves with hose bibbs or other fittings on both cold and hot water lines to allow for flushing the water heater when the valves are closed. 2022 Single-Family Residential Mandatory Requirements Summary 5/6/22 Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces; household cooking appliances and spa heaters. Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with the ASHRAE Handbook, Standards Manual; or the ACCA Manual J using design conditions specified in § 150.0(h)2. § 150.0(h)3A: Clearances. Air conditioner and heat pump outdoor condensing units must have a clearance of at least five feet from the outlet of any dryer. Liquid Line Drier. Air conditioners and heat pump systems must be equipped with liquid line filter driers if required, as specified by the manufacturer’s instructions. § 150.0(j)1: Water Piping, Solar Water-heating System Piping, and Space Conditioning System Line Insulation. All domestic hot water piping must be insulated as specified in § 609.11 of the California Plumbing Code. * Insulation Protection. Piping insulation must be protected from damage, including that due to sunlight, moisture, equipment` non-crushable casing or sleeve. Gas or Propane Water Heating Systems. Systems using gas or propane water heaters to serve individual dwelling units must more than 2” higher than the base of the water heater Solar Water-heating Systems. Solar water-heating systems and collectors must be certified and rated by the Solar Rating and Ducts and Fans: Ducts. Insulation installed on an existing space-conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a CMC Compliance. All air-distribution system ducts and plenums must meet CMC §§ 601.0-605.0 and ANSI/SMACNA-006-2006 HVAC these spaces must not be compressed. * Factory-Fabricated Duct Systems. Factory-fabricated duct systems must comply with applicable requirements for duct construction, duct tapes unless such tape is used in combination with mastic and draw bands. Field-Fabricated Duct Systems. Field-fabricated duct systems must comply with applicable requirements for: pressure-sensitive tapes, Backdraft Damper. Fan systems that exchange air between the conditioned space and outdoors must have backdraft or automatic dampers. Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible, manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents. Protection of Insulation. Insulation must be protected from damage due tosunlight, moisture, equipment maintenance, and wind. cover). Cellular foam insulation must be protected as above or painted with a water retardant and solar radiation-resistant coating. § 150.0(m)10: Porous Inner Core Flex Duct. Porous inner cores of flex ducts must have a non-porous layer or air barrier between the inner core and outer vapor barrier. Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an Air Filtration. Space conditioning systems with ducts exceeding 10 feet and the supply side of ventilation systems must have MERV 13 filter. * 2022 Single-Family Residential Mandatory Requirements Summary 5/6/22 Space Conditioning System Airflow Rate and Fan Efficacy. Space conditioning systems that use ducts to supply cooling must have EH&)0SHU ton of nominal cooling capacity, and an air-handling unit fan efficacy 0.45 watts per CFM for gas furnace air handlers and 0.58 watts per CFM for all others. Small duct high velocity systems must provide an airflow 250 CFM per ton of nominal cooling capacity, and an air-KDQGOLQJXQLWIDQHIILFDF\ZDWWVSHU&)0)LHOGYHULILFDWLRQWHVWLQJLVUHTXLUHGLQDFFRUGDQFHZLWK Reference Residential Appendix RA3.3. * Ventilation and Indoor Air Quality: § 150.0(o)1: Requirements for Ventilation and Indoor Air Quality. All dwelling units must meet the requirements of ASHRAE Standard 62.2, Central Fan Integrated (CFI) Ventilation Systems. Continuous operation of CFI air handlers is not allowed to provide the whole- compliance with §150.0(o)1C. Whole-Dwelling Unit Mechanical Ventilation for Single-Family Detached and townhouses . Single-family detached dwelling units, § 150.0(o)1G: Local Mechanical Exhaust. Kitchens and bathrooms must have local mechanical exhaust; nonenclosed kitchens must have demand- §150.0(o)1Gvi. * § 150.0(o)1H&I: Airflow Measurement and Sound Ratings of Whole-Dwelling Unit Ventilation Systems. The airflow required per § 150.0(o)1C must minimum airflow rate required by §150.0(o)1C. Field Verification and Diagnostic Testing. Whole-Dwelling Unit ventilation airflow, vented range hood airflow and sound rating, rates and sound requirements per §150.0(o)1G Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: compliance use electric resistance heating. * Piping. Any pool or spa heating system or equipment must be installed with at least 36 inches of pipe between the filter and the heater, or dedicated suction and return lines, or built-in or built-up connections to allow for future solar heating. § 110.4(b)2: Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover. Directional Inlets and Time Switches for Pools. Pools must have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. § 110.5: Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light. Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump sizing, flow rate, piping, filters, and valves. Lighting: Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable requirements of § 110.9. Luminaire Efficacy. All installed luminaires must meet the requirements in Table 150.0-A, except lighting integral to exhaust fans, kitchen closets with an efficacy of at least 45 lumens per watt. § 150.0(k)1B: Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JA8. * Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must not contain screw based sockets, must be airtight, and must be sealed with a gasket or caulk. California Electrical Code § 410.116 must also be met. Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JA8 elevated temperature requirements, including marking requirements, must not be installed in enclosed or recessed luminaires. Blank Electrical Boxes. The number of electrical boxes that are more than five feet above the finished floor and do not contain a control, low voltage wiring, or fan speed control. Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) must meet the applicable requirements of § 150.0(k). 2022 Single-Family Residential Mandatory Requirements Summary 5/6/22 § 150.0(k)1G: Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JA8. * § 150.0(k)1H: Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JA8 elevated temperature requirements, including marking requirements, must not be installed in enclosed or recessed luminaires. § 150.0(k)1I: Light Sources in Drawers, Cabinets, and Linen Closets. Light sources internal to drawers, cabinetry or linen closets are not required to comply with Table 150.0-A or be controlled by vacancy sensors provided that they are rated to consume no more than 5 watts of power, emit no more than 150 lumens, and are equipped with controls that automatically turn the lighting off when the drawer, cabinet or § 150.0(k)2A: Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A. § 150.0(k)2B: Interior Switches and Controls. Exhaust fans must be controlled separately from lighting systems. * § 150.0(k)2A: Accessible Controls. Lighting must have readily accessible wall-mounted controls that allow the lighting to be manually turned on and off. * § 150.0(k)2B: Multiple Controls. Controls must not bypass a dimmer, occupant sensor, or vacancy sensor function if the dimmer or sensor is installed to comply with § 150.0(k). § 150.0(k)2C: Mandatory Requirements. Lighting controls must comply with the applicable requirements of § 110.9. § 150.0(k)2D: Energy Management Control Systems. An energy management control system (EMCS) may be used to comply with dimming, occupancy, and control requirements if it provides the functionality of the specified control per § 110.9 and the physical controls specified § 150.0(k)2E: Automatic Shutoff Controls. In bathrooms, garages, laundry rooms, utility rooms and walk-in closets, at least one installed luminaire must be controlled by an occupancy or vacancy sensor providing automatic-off functionality. Lighting inside drawers and cabinets with § 150.0(k)2F: Dimmers. Lighting in habitable spaces (e.g., living rooms, dining rooms, kitchens, and bedrooms) must have readily accessible wall- mounted dimming controls that allow the lighting to be manually adjusted up and down. Forward phase cut dimmers controlling LED light § 150.0(k)2K: Independent controls. Integrated lighting of exhaust fans shall be controlled independently from the fans. Lighting under cabinets or shelves, lighting in display cabinets, and switched outlets must be controlled separately from ceiling-installed lighting. § 150.0(k)3A: Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to other buildings on the same lot, must have a manual on/off switch and either a photocell and motion sensor or automatic time switch control) or an astronomical time clock. An energy management control system § 150.0(k)4: Internally illuminated address signs. Internally illuminated address signs must either comply with § 140.8 or consume no more than 5 watts of power. § 150.0(k)5: Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the applicable requirements for nonresidential garages in §§ 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0. Solar Readiness: § 110.10(a)1: Single-family Residences. Single-family residences located in subdivisions with 10 or more single-family residences and where the application for a tentative subdivision map for the residences has been deemed complete and approved by the enforcement agency, §110.10(b)1A: Minimum Solar Zone Area. The solar zone must have a minimum total area as described below. The solar zone must comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for buildings with roof areas greater than 10,000 square feet. For single-family residences, the solar zone must be located on the roof or overhang of the building and have a total area no less than 250 square feet. * § 110.10(b)2: Azimuth. All sections of the solar zone located on steep-sloped roofs must have an azimuth between 90-300° of true north. § 110.10(b)3A: Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof mounted equipment. * § 110.10(b)3B: Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the horizontal distance of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the * § 110.10(b)4: Structural Design Loads on Construction Documents. For areas of the roof designated as a solar zone, the structural design loads for roof dead load and roof live load must be clearly indicated on the construction documents. § 110.10(c): Interconnection Pathways. The construction documents must indicate: a location reserved for inverters and metering equipment and a pathway reserved for routing of conduit from the solar zone to the point of interconnection with the electrical service; and for single-family § 110.10(d): Documentation. A copy of the construction documents or a comparable document indicating the information from § 110.10(b)-(c) must be provided to the occupant. § 110.10(e)1: Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps. § 110.10(e)2: Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole circuit breaker for a future solar electric installation. The reserved space must be permanently marked as “For Future Solar Electric.” Electric and Energy Storage Ready: 2022 Single-Family Residential Mandatory Requirements Summary 5/6/22 Energy Storage System (ESS) Ready. All single-family residences must meet all of the following: Either ESS-ready interconnection or a dedicated raceway from the main service to a subpanel that supplies the branch circuits in § 150.0(s); at least four branch circuits must be identified and have their source collocated at a single panelboard suitable to be supplied by the ESS, with one circuit supplying the refrigerator, one lighting circuit near the primary exit, and one circuit supplying a sleeping room receptacle outlet; main panelboard must have a minimum busbar rating of 225 amps; sufficient space must be reserved to allow future installation of a system isolation equipment/transfer switch within 3’ of the main panelboard, with raceways installed between the panelboard and the switch location to allow the connection of backup power source. § 150.0(t) Heat Pump Space Heater Ready. Systems using gas or propane furnaces to serve individual dwelling units must include: A dedicated permanently marked as “For Future 240V use.” § 150.0(u) Electric Cooktop Ready. Systems using gas or propane cooktop to serve individual dwelling units must include: A dedicated unobstructed marked as “For Future 240V use.” § 150.0(v) Electric Clothes Dryer Ready. Clothes dryer locations with gas or propane plumbing to serve individual dwelling units must include: A with circuit breaker permanently marked as “For Future 240V use.” *Exceptions may apply. HOLOMALIA RESIDENCE SANTA ANA, CA 92706 922 W PARK LN. 9891 IRVINE CENTER DR #200 IRVINE, CA 92618 PLAN AND PERMIT INC. (714)-715-0923 75-250611-02 6/11/2025 En g i n e e r i n g P l a n n i n g T i t l e 2 4 © , N i k a n D e s i g n G r o u p . i n c . , a C a l i f o r n i a c o r p o r a t i o n , A L L R I G H T S R E S E R V E D Title 24 Experts Nikan Design Group Inc. 7518 Jumilla Ave. Winnetka, CA 91306 818-561-9333 20 2 3 Title 24 Compliance: Nikan Design Group Inc. (Title 24 Experts) 7518 Jumilla Ave. Winnetka, CA 91306 818-561-9333 Client: Project Name: DRAWN BY: MARAL RAHMANI T24.4 TITLE 24 COMPLIANCE Project Number: Date: HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Date System Name Floor Area ENGINEERING CHECKS SYSTEM LOAD Number of Systems COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per System Total Room Loads Total Output (Btuh) Return Vented Lighting Output (Btuh/sqft) Return Air Ducts Cooling System Return Fan Output per System Ventilation Total Output (Btuh) Supply Fan Total Output (Tons) Supply Air Ducts Total Output (Btuh/sqft) Total Output (sqft/Ton) TOTAL SYSTEM LOAD Air System CFM per System HVAC EQUIPMENT SELECTION Airflow (cfm) Airflow (cfm/sqft) Airflow (cfm/Ton) Outside Air (%) Total Adjusted System Output Outside Air (cfm/sqft) (Adjusted for Peak Design conditions) Note: values above given at ARI conditions TIME OF SYSTEM PEAK HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) 60,000 22,588 0 cfm 0 922 0.0 0 55 / 54 ºF 6/11/2025 417.4 28.7 0 Aug 3 PM 0 56,354 0.00 High Efficiency Fau/AC 56 / 54 ºF 0 76 / 62 ºF 0 922 2,111 0 0 67 ºF 60,000 1,368 HOLOMALIA RESIDENCE 60,000 75 / 62 ºF 60,000 1,368 0 33 ºF 0 Heating Coil 0 94 ºF 737 5.0 (E) A/C 2,087 0 20,744 Outside Air 60,000 45,373 42,637 67 ºF 0 1,012 56,354 Jan 1 AM 46.4% 1 0.00 Outside Air Cooling Coil 28.7 76 / 62 ºF 0 0 cfm 68 ºF 95 ºF 91 / 68 ºF 60,000 0.0% 1,012 HOLOMALIA RESIDENCE SANTA ANA, CA 92706 922 W PARK LN. 9891 IRVINE CENTER DR #200 IRVINE, CA 92618 PLAN AND PERMIT INC. (714)-715-0923 75-250611-02 6/11/2025 E E E E E E E E E E E E E E E (E) FP (E) MASTER BEDROOM (E) GARAGE (E ) B A T H R O O M (E) CLOSET (E) CLOSET (E) CLOSET (E) STORE ATTIC FAU AAMIN. 22"X30". (N) ENTRY 8' CLG (N) DINING ROOM 8' CLG (N) KITCHEN 8' CLG (N) FRONT PORCH SLPD CLG (N) LIVING ROOM 8' CLG (E ) M A S T E R B A T H CA 2 4 " X 1 8 " . E E E E E E E E E E E E E E E E E E E E E E E E E E E E E UP E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E PC PC E E E E E E E E E E E E E E E E E E E E E E E E E SWITCH FOR ATTIC FIXTURE E E E E E E E E E E E E E E E E CA 2 4 " X 1 8 " . W D REFD/W (N) LINEN 8' CLG TWH UP (N) LAUNDRY/PANTRY 8' CLG E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E PC E E E E PC TV E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E E (E) FP (E) MASTER BEDROOM (E) GARAGE (E ) B A T H R O O M (E) CLOSET (E) CLOSET (E) CLOSET (E) STORE ATTIC FAU AAMIN. 22"X30". (N) ENTRY 8' CLG (N) DINING ROOM 8' CLG (N) KITCHEN 8' CLG (N) FRONT PORCH SLPD CLG (N) LIVING ROOM 8' CLG (E ) M A S T E R B A T H CA 2 4 " X 1 8 " . UP FG CA 2 4 " X 1 8 " . W D REFD/W (N) LINEN 8' CLG FG TWH UP (N) LAUNDRY/PANTRY 8' CLG FG FG HB U-1 HOLOMALIA RESIDENCE SHEET REV DATE DESCRIPTION 05/02/24A T H E R E S H A L L B E N O C H A N G E S O R D E V I A T I O N O N T H E S E P L A N S W I T H O U T T H E C O N S E N T O F PL A N A N D P E R M I T I N C . N O T E S A N D D E T A I L S O N T H E D R A W I N G S S H A L L T A K E P R E C E D E N C E O V E R G E N E R A L N O T E S A N D T Y P I C A L D E T A I L S . W H E RE N O D E T A I L S S H O W N O R N O T E D O N T H E D R A W I N G S , T H E D E T A I L S S H A L L B E T H E S A M E A S F O R O T H E R S I M I L A R W O R K .C O N T R A C T O R S H A L L V E R I F Y A L L P L A N S , E X I S T I N G D I M E N S I O N S A N D F I E L D C O N D I T I O N S O N T H E J O B S I T E A N D S H A L L I M M E D I A T E L Y N O T I F Y T O P L A N A N D P E R MI T I N C A N Y D I S C R E P A N C I E S I N W R I T I N G P R I O R T O T H E C O M M E N C E M E N T O F A N Y W O R K O R B E R E S P O N S I B L E F O R S A ME . TH E S E D E S I G N S , D R A W I N G S A N D S P E C I F I C A T I O N S A R E T H E P R O P E R T Y A N D C O P Y R I G H T O F P L A N A N D P E R M I T I N C A N D S H A L L N O T B E U S E D I N C O N N E C T I O N W I T H A N Y O T H E R W O R K E X C E P T B Y A G R E E M E N T W I T H P L A N A N D P E R M I T I N C . B Y U S I N G T H E S E P L A N S , T H E U S E R A G R E E S T O R E L E A S E P L A N A N D P E R M I T I N C F R O M A N Y A N D A L L C L A I M S , L I A B I L I T I E S , S U I T S , A N D D E M A N D S O N A C C O U N T O F A N Y I N J U R Y , D A M A G E O R L O S S O R P E R S O N S O R P R O P E R T Y , I N C L U D I N G I N J U R Y O R D E A T H , O R E C O N O M I C L O S S E S , A R I S I N G O U T O F T H E U S E O F T H E S E P L A N S . B SKETCH FOR REVIEW C 90PD FOR APPROVALD 0 100PD FOR SUBMITTAL 90PD FOR REVIEW PROPERTY ADDRESS: 922 W PARK LN, SANTA ANA, CA 92706 PLAN AND PERMIT INC. ARCHITECTURAL DESIGN SERVICES 9891 IRVINE CENTER DR #200 IRVINE, CA 92618 (714)-715-0923 biz@planandpermit.com LOCATION QR CODE: STATE OF CAL IFORNIA EXP. DATE L I C E NS E D A R C H I T E C T C - 34643 06/30/2027 SIGNATURE PAUL SAN GEMINO 07/09/24 07/23/24 07/10/25 1 PC109/29/25 06/09/24 SKETCH FOR REVIEW FOR PLANNING REVIEWE08/20/24 F 09/15/24 FOR PLANNING REVIEW G 02/06/25 FOR PLANNING REVIEW H 02/21/25 FOR PLANNING REVIEW I 04/19/25 FOR PLANNING REVIEW J 05/01/25 FOR PLANNING REVIEW UTILITY PLANS & DETAILS FIRE BARRIER NOTE: SEAL PENETRATIONS THROUGH FIRE RATED AREAS WITH U.L .LISTED (UL1479 OR ASTM E814) AND FIRE CODE APPROVED FIRE BARRIER SEALANT. ELECTRICAL NOTES: 1.PROVIDE A MINIMUM OF 1-20 AMP CIRCUIT FOR BATHROOM(S) OUTLET. SUCH CIRCUIT SHALL HAVE NO OTHER OUTLETS. THIS CIRCUIT MAY SERVE MORE THAN ON BATHROOM. 2.PROVIDE A MINIMUM OF 1-20 AMP LAUNDRY BRANCH CIRCUIT. SUCH CIRCUIT SHALL HAVE NO OTHER OUTLETS. 3.ELECTRICAL CONDUCTORS USED TO CARRY CURRENT SHALL BE COPPER UNLESS OTHERWISE PROVIDED IN THE ELECTRICAL CODE. CEC 110.5 29. 4.OCCUPANCY SENSORS MUST HAVE NO MANUAL OVERRIDE, 20 MIN MAXIMUM TIMER. 5.UNDER CABINET LIGHTING SHALL BE CONTROLLED SEPARATELY FROM CEILING LIGHTING. 6.ALL ENCLOSED LUMINARIES SHALL BE MARKED WITH JA8-2019-E (CENC 150.0(K)(1)(H)). 7.ALL RECESSED DOWNLIGHTS IN CEILINGS SHALL COMPLY WITH CALIFORNIA ENERGY CODE SECTION (CENC 150.0(K)(1)(C)). 8.ALL INSTALLED LUMINARIES SHALL BE HIGH EFFICIENCY IN ACCORDANCE WITH TABLE 150.0A PER CENC SECTION 150.0(K)(A) 9.ALL RECESSED DOWNLIGHTS IN CEILINGS SHALL MEET THE FOLLOWING REQUIREMENTS: 9.1.SHALL BE LISTED AS ZERO CLEARANCE INSULATION CONTACT (IC) BY UNDERWRITERS LABORATORIES OR OTHER NATIONALLY TESTING/RATING LABORATORY. 9.2.HAVE A LABEL THAT CERTIFIES THE LUMINAIRE IS AIRTIGHT WITH AIR LEAKAGE LESS THAN 2.0 CFM AT 75 PASCALS WHEN TESTED IN ACCORDANCE WITH ASTM E283. 9.3.BE SEALED WITH A GASKET OR CAULK BETWEEN THE LUMINAIRE HOUSING AND CEILING, AND SHALL HAVE ALL AIR LEAK PATHS BETWEEN CONDITIONED AND UNCONDITIONED SPACES SEALED WITH A GASKET OR CAULK. 9.4.ALLOW BALLAST OR DRIVER MAINTENANCE AND REPLACEMENT TO BE READILY ACCESSIBLE TO BUILDING OCCUPANTS FROM BELOW THE CEILING WITHOUT REQUIRING THE CUTTING OF HOLES IN THE CEILING. 9.5.SHALL NOT CONTAIN SCREW BASED SOCKETS. 9.6.SHALL CONTAIN LIGHT SOURCES THAT COMPLY WITH REFERENCES JOINT APPENDIX 8 (JA8), INCLUDING THE ELEVATED TEMPERATURE REQUIREMENTS, AND THAT ARE MARKED "JA8-2019-E" AS SPECIFIEDIN REFERENCE JA8. 10.FOR FIRE-RESISTIVE WALLS, RECESSED FIXTURES SHALL BE INSTALLED SO THAT THE REQUIRED FIRE-RESISTANCE RATING WILL NOT BE REDUCED. 11.RECEPTACLE HEIGHTS: ELECTRICAL RECEPTACLE OUTLETS ON BRANCH CIRCUITS OF 30 AMPERES OR LESS AND COMMUNICATION SYSTEM RECEPTACLES SHALL BE LOCATED NO MORE THAN 48 INCHES (1219 MM) MEASURED FROM THE TOP OF THE RECEPTACLE OUTLET BOX NOR LESS THAN 15 INCHES (381 MM) MEASURED FROM THE BOTTOM OF THE RECEPTACLE OUTLET BOX TO THE LEVEL OF THE FINISHED FLOOR OR WORKING PLATFORM. IF THE REACH IS OVER A PHYSICAL BARRIER OR AN OBSTRUCTION (FOR EXAMPLE, A KITCHEN BASE CABINET), RECEPTACLES SHALL BE LOCATED WITHIN THE REACH RANGES SPECIFIED IN SECTION 1138A.3. PHYSICAL BARRIERS AND OBSTRUCTIONS SHALL NOT EXTEND MORE THAN 25 INCHES (635 MM) FROM THE WALL BENEATH THE RECEPTACLE. COUNTERTOPS SHALL BE ALLOWED TO EXTEND 251/2 INCHES (647.7 MM) FROM THE WALL BENEATH THE RECEPTACLE.RECEPTACLE OUTLETS THAT DO NOT SATISFY THESE SPECIFICATIONS ARE ACCEPTABLE PROVIDED THAT COMPARABLE RECEPTACLE OUTLETS, THAT PERFORM THE SAME FUNCTIONS, ARE PROVIDED WITHIN THE SAME AREA AND ARE ACCESSIBLE. EXCEPTIONS: a.RECEPTACLE OUTLETS INSTALLED AS PART OF PERMANENTLY INSTALLED BASEBOARD HEATERS ARE EXEMPT. b.REQUIRED RECEPTACLE OUTLETS SHALL BE PERMITTED IN FLOORS WHEN ADJACENT TO SLIDING PANELS OR WALLS. c.BASEBOARD ELECTRICAL OUTLETS USED IN RELOCATABLE PARTITIONS, WINDOW WALLS OR OTHER ELECTRICAL CONVENIENCE FLOOR OUTLETS ARE NOT SUBJECT TO THE MINIMUM HEIGHT REQUIREMENTS. d.THIS SECTION SHALL NOT APPLY TO EXISTING BUILDINGS WHEN THE ENFORCING AGENCY DETERMINES THAT COMPLIANCE WITH THESE STANDARDS WOULD CREATE AN UNREASONABLE HARDSHIP. 14.SWITCH AND CONTROL HEIGHTS :CONTROLS OR SWITCHES INTENDED TO BE USED BY THE OCCUPANT OF THE ROOM OR AREA TO CONTROL LIGHTING AND RECEPTACLE OUTLETS, APPLIANCES, ALARMS OR COOLING, HEATING AND VENTILATING EQUIPMENT SHALL BE LOCATED NO MORE THAN 48 INCHES (1219 MM) MEASURED FROM THE TOP OF THE OUTLET BOX NOR LESS THAN 15 INCHES (381 MM) MEASURED FROM THE BOTTOM OF THE OUTLET BOX TO THE LEVEL OF THE FINISHED FLOOR OR WORKING PLATFORM. IF THE REACH IS OVER A PHYSICAL BARRIER OR AN OBSTRUCTION (FOR EXAMPLE, A KITCHEN BASE CABINET) SWITCHES AND CONTROLS SHALL BE LOCATED WITHIN THE REACH RANGES SPECIFIED IN SECTION 1138A.3. PHYSICAL BARRIERS OR OBSTRUCTIONS SHALL NOT EXTEND MORE THAN 25 INCHES (635 MM) FROM THE WALL BENEATH A CONTROL OR SWITCH. COUNTERTOPS SHALL BE ALLOWED TO EXTEND 251/2 INCHES (647.7 MM) FROM THE WALL BENEATH A CONTROL OR SWITCH. SWITCHES AND CONTROLS THAT DO NOT SATISFY THESE SPECIFICATIONS ARE ACCEPTABLE PROVIDED THAT COMPARABLE CONTROLS OR OUTLETS, THAT PERFORM THE SAME FUNCTIONS, ARE PROVIDED WITHIN THE SAME AREA AND ARE ACCESSIBLE. EXCEPTION: APPLIANCES (E.G., KITCHEN STOVES, DISHWASHERS, RANGE HOODS, MICROWAVE OVENS AND SIMILAR APPLIANCES) WHICH HAVE CONTROLS LOCATED ON THE APPLIANCE. PLUMBING NOTES: 1.PLUMBING SHOWN IS FOR LOCATION ONLY 2.PLUMBER TO VERIFY LOCATION OF SEWER AND WATER LOCATIONS SHOWN 3.PLUMBING FIXTURE SHALL COMPLY WITH 4.303.1. 4.DOMESTIC HOT WATER SHALL BE INSULATED. PIPE INSULATION SHALL HAVE A MINIMUM WALL THICKNESS OF NOT LESS THAN THE DIAMETER OF THE PIPE OR Ø2". 5.WATER CLOSET SHALL HAVE 15" TO ANY WALL OR OBSTRUCTION ON EACH SIDE OF ITS CENTERLINE AND 24" CLEAR SPACE IN FRONT. 6.SHOWER THRESHOLD SHALL BE NO LESS THAN 2 INCHES ABOVE THE SHOWER DRAIN. 7.SHOWER SHALL BE PROVIDED WITH MIXING VALVE THAT WILL PROVIDE SCALD AND THERMAL SHOCK PROTECTION IN ACCORDANCE WITH ASSE 1016 OR ASME A112.18.1/CSA B125.1. (CPC 408.3) 8.ALL ROOF DRAINAGE SHALL BE PIPED IN A CLOSED PIPE SYSTEM TO STREET OR APPROVED FACILITY (U.N.O.) 9.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 1701.1OF THE CALIFORNIA PLUMBING CODE. NOTE: THIS TABLE COMPILES THE DATA IN SECTION ,4.303.1AND IS INCLUDED AS A CONVENIENCE FOR THE USER. 10.FOUR OR MORE WATER CLOSET FIXTURE UNITS WILL REQUIRE A MINIMUM 4” SANITARY SEWER DRAIN BEGINNING AT THE WATER CLOSET AND RUNNING TO THE SEWER MAIN IN THE STREET. CONTRACTOR SHALL VERIFY EXISTING SANITARY SEWER LATERAL MEETS CAPACITY (REF: 2019 CPC 703.2 AND TABLE 703.2). WHERE DRAIN IS UNDERSIZED, CONTACTOR SHALL UPGRADE MAIN SANITARY SEWER DRAIN TO BE 4” MINIMUM DIAMETER”. MECHANICAL NOTES: 1.BATHROOM AND EXHAUST FAN(S) SHALL BE OF THE FOLLOWING . 1.1.ENERGY STAR COMPLIANT 1.2.BE DUCTED TO TERMINATE OUTSIDE THE BUILDING. 1.3.BE RATED FOR SOUND AT A MAXIMUM OF 3 SONE. 2.KITCHEN HOOD FAN FLOW OF 100 C.F.M. KITCHEN RANGE HOODS SHALL BE INSTALLED FOR COOKING FACILITIES WITH AN APPROVED FORCED-DRAFT SYSTEM OF VENTILATION VENTED TO THE OUTSIDE OF THE BUILDING. DUCTS USED FOR DOMESTIC KITCHEN RANGE VENTILATION SHALL BE OF METAL, OR OTHER APPROVED MATERIAL, AND SHALL HAVE SMOOTH INTERIOR SURFACES. DUCTS FOR DOMESTIC RANGE HOODS SHALL ONLY SERVE COOKING APPLIANCES. (CMC 504.3; SCMC 15.16.020) 3.MECHANICAL AND GRAVITY OUTDOOR AIR INTAKE OPENINGS SHALL BE LOCATED A MINIMUM OF 10 FEET FROM ANY HAZARDOUS OR NOXIOUS CONTAMINANT SUCH AS VENTS, CHIMNEYS, AND PLUMBING VENTS. WHERE A SOURCE OF CONTAMINANT IS LOCATED WITHIN 10 FEET OF AN INTAKE OPENING, SUCH OPENING SHALL BE LOCATED A MINIMUM OF 3 FEET BELOW THE CONTAMINANT SOURCE. R303.5.1. SMOKE ALARMS CARBON MONOXIDE ALARMS NOTE: 1.THE SMOKE ALARMS SHALL BE INTERCONNECTED AND HARD-WIRED.(UL 217) 2.CARBON MONOXIDE ALARM SHALL BE INTERCONNECTED HARD-WIRED WITH BATTERY BACKUP.(UL 2034) NOTE : G.C. TO COORDINATE LOCATION OF DEDICATED OUTLETS AND VENTS WITH FINAL LOCATION OF EQUIPMENT. ·TABLE-MAXIMUM FIXTURE WATER USE FIXTURE TYPE FLOW RATE ·SHOWER HEADS (RESIDENTIAL) ·LAVATORY FAUCETS (RESIDENTIAL) ·LAVATORY FAUCETS IN COMMON & PUBLIC USE AREAS 1.8 GMP @ 80 PSI MAX. 1.2 GPM @ 60 PSI, MIN. 0.8 GPM @ 20 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 FIXTURE TYPE FLOW RATE 0.5 GPM @ 60 PSI FIRE SPRINKLER TANK WATER HEATER COLD WATER HOT WATER DIRECT WASTE3 4" GAS PIPE WATER PIPE UTILITY LEGEND: TELEPHONE TV TV BUZZER UNDER CABINET LIGHTING UTILITY POLE. POWER POINT OF CONNECTION CEILING FAN WITH LED LIGHT OUTDOOR RECESSED LIGHT FOR WALLS SEWER PIPE ELECTRICAL ROUTE = =RECESSED LED LIGHT 4" DUCTED EXHAUST FAN WITH LED LIGHT, ENERGY STAR, HVI RATED AND UL LISTED, W/ HUMIDITY SENSOR, MIN. OF 50 CFM, MAX. OF 3 SONES. OUTDOOR HIGH EFFICIENCY LED LIGHT W/ PHOTOCELL AND MOTION SENSOR INDOOR WALL MOUNTED LED LIGHT PCSWITCH ELECTRICAL METERCHANDELIER VENTILATION DUCT CARBON MONOXIDE ALARM AND SEALED BATTERY PHOTO ELECTRIC SMOKE DETECTOR WITH IONIZATION SENSOR = = = = = = = = = = = = = = = HOSE BIB DOWNSPOUT RETURN AIR WALL REGISTER THERMOSTAT =WATER METER = S = = = = G GAS METER TRACK LIGHT FIXTURE W E == == = = = = HB WEATHER PROOF SWITCH WP 3 THREE WAY SWITCH WITH DIMMER PENDANT LIGHT TANKLESS WATER HEATER = = 4" DUCTED EXHAUST FAN, ENERGY STAR, HVI RATED AND UL LISTED, W/ HUMIDITY SENSOR, MIN. OF 50 CFM, MAX. OF 3 SONES. =WEATHER PROOF DUPLEX TAMPER- RESISTANT AFCI/GFCI RECEPTACLE DUPLEX TAMPER-RESISTANT AFCI RECEPTACLE 240V RECEPTACLE DUPLEX TAMPER-RESISTANT AFCI/GFCI RECEPTACLE WP = = = = DS= = = = = == = SHOWER HEAD RETURN AIR CEILING REGISTER LINEAR SHOWER DRAIN SUPPLY AIR CEILING REGISTER FG FUEL GAS CW COLD WATER VALVE SUPPLY AIR WALL REGISTER ATTIC MOUNTED FORCED AIR UNIT=ATTIC FAU FORCED AIR HEATING UNIT=A/C HVAC CONDENSER= MINI SPLIT CONDENSER WALL MOUNT MINI SPLIT INTERIOR = = H P U H P U =WATER SOFTENER = = = = = = = = RETURN AIR FLOOR REGISTER= = SMOKE ALARM SEALED BATTERY PHOTOELECTRIC SMOKE DETECTOR WITH IONIZATION SENSOR, INTERCONNECTED AND HARD-WIRED,(UL 217). CARBON MONOXIDE ALARM SEALED BATTERY PHOTOELECTRIC, INTERCONNECTED AND HARD-WIRED,(UL 2034). VS VACANCY SENSOR SWITCH F A U H P U = CEILING MINI SPLIT INTERIOR CEILING CASSETTE = D SWITCH WITH DIMMER 1 04'4'8' 3 16" = 1'-0"PARTIAL FLOOR ELECTRICAL PLAN 2 04'4'8' 3 16" = 1'-0"PARTIAL FLOOR PLUMBING/MECHANICAL PLAN (N) 240V DEDICATED RECEPTACLE FOR DRYER (N) RECEPTACLE W/ INDIVIDUAL BRANCH CIRCUIT FOR MICROWAVE/HOOD (N) CLOTHES DRYER MOISTURE EXHAUST DUCT MUST BE 4 INCHES IN DIAMETER AND LENGTH IS LIMITED TO 14 FT WITH 2 ELBOWS. THE DUCT LENGTH SHALL BE REDUCED BY 2 FT FOR EVERY ELBOW IN EXCESS OF TWO (N) MIN 4" EXHAUST FAN VENT. MIN 50 CFM (N) MIN 4" EXHAUST FAN VENT. MIN 50 CFM Ø2" DRAIN Ø2" DRAIN (N) MIN 7" METAL ROUND DUCT FOR HOOD VENT WITHOUT ELBOW HAND SHOWER HOSE PROVIDE A DEDICATED 240-VOLT BRANCH CIRCUIT RATED AT 30 AMPS MINIMUM FOR THE FUTURE HEAT PUMP WATER HEATER. THE BLANK COVER SHALL BE IDENTIFIED AS "240V READY". (N) 220V RECEPTACLE W/ DEDICATED CIRCUIT FOR ELECTRIC RANGE ELECTRIC READY REQUIREMENTS WATER HEATING SYSTEM - REQUIREMENT FOR ACCOMMODATION FOR FUTURE HEAT PUMP WATER HEATER - 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 (HPWH) BY MEETING EITHER A OR B BELOW. ALL ELECTRICAL COMPONENTS SHALL BE INSTALLED IN ACCORDANCE WITH THE CALIFORNIA ELECTRICAL CODE: (CENC 150.0(N)(1)) i. IF THE DESIGNATED SPACE IS WITHIN 3 FEET FROM THE WATER HEATER, THEN THIS SPACE SHALL INCLUDE THE FOLLOWING: 1.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 AND ACCESSIBLE TO THE WATER HEATER WITH NO OBSTRUCTIONS; AND 2.BOTH ENDS OF THE UNUSED CONDUCTOR SHALL BE LABELED WITH THE WORD "SPARE" AND BE ELECTRICALLY ISOLATED; AND 3.A RESERVED SINGLE POLE CIRCUIT BREAKER SPACE IN THE ELECTRICAL PANEL ADJACENT TO THE CIRCUIT BREAKER FOR THE BRANCH CIRCUIT IN A ABOVE AND LABELED WITH THE WORDS "FUTURE 240V USE"; AND 4.A CONDENSATE DRAIN THAT IS NO MORE THAN 2 INCHES HIGHER THAN THE BASE OF THE INSTALLED WATER HEATER, AND ALLOWS NATURAL DRAINING WITHOUT PUMP ASSISTANCE. ii. IF THE DESIGNATED SPACE IS MORE THAN 3 FEET FROM THE WATER HEATER, THEN THIS SPACE SHALL INCLUDE THE FOLLOWING: 1.A DEDICATED 240 VOLT BRANCH CIRCUIT SHALL BE INSTALLED WITHIN 3 FEET FROM THE DESIGNATED SPACE. THE BRANCH CIRCUIT SHALL BE RATED AT 30 AMPS MINIMUM. THE BLANK COVER SHALL BE IDENTIFIED AS "240V READY"; AND 2.THE MAIN ELECTRICAL SERVICE PANEL SHALL HAVE A RESERVED SPACE TO ALLOW FOR THE INSTALLATION OF A DOUBLE POLE CIRCUIT BREAKER FOR A FUTURE HPWH INSTALLATION. THE RESERVED SPACE SHALL BE PERMANENTLY MARKED AS "FOR FUTURE 240V USE"; AND 3.EITHER A DEDICATED COLD WATER SUPPLY, OR THE COLD WATER SUPPLY SHALL PASS THROUGH THE DESIGNATED HPWH LOCATION JUST BEFORE REACHING THE GAS OR PROPANE WATER HEATER; AND 4.THE HOT WATER SUPPLY PIPE COMING OUT OF THE GAS OR PROPANE WATER HEATER SHALL BE ROUTED FIRST THROUGH THE DESIGNATED HPWH LOCATION BEFORE SERVING ANY FIXTURES; AND 5.THE HOT AND COLD WATER PIPING AT THE DESIGNATED HPWH LOCATION SHALL BE EXPOSED AND READILY ACCESSIBLE FOR FUTURE INSTALLATION OF AN HPWH; AND 6.A CONDENSATE DRAIN THAT IS NO MORE THAN 2 INCHES HIGHER THAN THE BASE OF THE INSTALLED WATER HEATER, AND ALLOWS NATURAL DRAINING WITHOUT PUMP ASSISTANCE. GARAGE DOOR OPENER RECEPTACLE IN CEILING W/ BACKUP BATTERY, AUTOMATIC GARAGE DOOR OPENERS SHALL BE LISTED AND LABELED IN ACCORDANCE WITH UL 325.TYP.1 1 1 Docusign Envelope ID: 19C98200-DBD2-46D9-ADCA-E58071C813C9 CITY OF SANTA ANA Planning and Building Agency FIFr ORANGE COUNTY DIRE AU'I'IIORIT Plan Submittal Criteria Form Required for Single Family or Duplex Residences �"i!"'_« (Use commetial form for lots With 3+ 6%ell:ng uns or rem residen1i I traUs) Complete the Project Information and Questionnaire kAcPN, then sign and date the Appi Project Information ❑ New Single Family ResidenceiDuplex Y AdditionlRemode1 ❑ ADU d 'FOR P,f T IS UANC Master ID: Address: Un t #: City or Un ncorporated County Area. ZIP. 922 W Park Ln Santa Ana 92706 Scope of Work: ±554 SF ADDITION TO THE HOUSE AND 190 SF FRONT PORCH Existing 153 3 Area to 554 Total Resulting O 8 Stories: 1 Area Added in Past 2 Years O Area be Added: Area exclud,n this ro�ectl: Questionnaire ❑ Other OCFA Plan Type if "Yes" 1. El 0 New — Is this a new single family residence or duplex? .(PR160) Residential Site 1 with Water Availability PR400-401 Fire Sprinkler 2. ® ADU — Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has (PR400.401) Fire Sprinkler firesprinklers or a house that will have firesprinklers added as part of this ro�ect? 3. Addition — Is the (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire (PR400-401) Fire Sprinkler sprinkler retrofit based on a threshold set by local ordinance? 4. Q Distance — Is the most remote portion of the addition, ADU or other detached structure greater than '(PR160) Residential Site 140 feet from the fire access roadway? 5. Q Total Area — Will the addition result in a total area of greater than 3,600 square feet (so for non- '(PR160) Residential Site sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all with Wa ter Availability enclosed saaces. such as garages, stairs, and detached structures separated by less than 10-feet? 6. ❑ E Remodel — Is th s a remodel of a sprinklered building with a scope of work that includes adding or (PR400-401) Fire Sprinkler removing any interior walls? Note. If "Yes', then project must be evaluated by a C-16 licensed contractor to determine if a firesprinkler modification is needed. 7. Detached Structure — Is this a new detached utility or accessory structure (not an ADU), such as a '(PR160) Residential Site garage, workshop, game room, pool house, bam, etc., requiring fire sprinklers based on a threshold (PR40"01) Fire Sprinkler sel b local ordinance? 8. El Q Gate — Is a gate being installed across a driveway or road that is designated as a fire department (PR160) Gate access roadway, or a driveway or road that serves more than a single homefdu lex? 9. Methane — Is project located in or less than 100' from a "Division of Oil, Gas, and Geothermal (PR160) Residential Site "(PR172.174) Resources' (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oiVgas Methane seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only 7csOlitigaiion Plans applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000 sf, and ADU's). 10. Q Vegetation — Is the property/structure (A) on the perimeter of a community containing, or adjacent to (PR125) Fuel Modircation slopes or hills, or (B) adjacent to an open space or wildland area containing non -irrigated vegetation, (PR182) Accessory or (C) in a State Responsibility Area or Local Responsibility Area "Fire Hazard Severity Zone", as Structure defined by the State, or D near an area that could be affected by a wildfire in the open space. Uc rH approval regLrrea oeiore ussuarxzt u d yrdumcy/uuuuulg perms. Hi otner pars types may Do aererrea suDmttats. Applicant Certification 1 certify, under penalty of perjury, under the laws of the Sta _of alif rnia,, ,thatthe information above is true: Print Namo KAVJEHI HOLOMALIA Signature TR1C AI �� Date 7/fs Z� Phone Number: 71P —' S Email KEKAN1112299@YAH00.00M 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 st ll requires the applicant to have their plans revlevred 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 deter6nadon. For questions and submittal information, please vis4 ocfa.org, or cal OCFA at (714) 573-61 G9 ----------------------------- Scanned with m CamScanner CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCIJ ORANGE COUNTY FIRE AUTHORI"r asterlD: Plan Referral Form Date: 10 Required for OCFA to review plans upon the request of the Building Department wh n the answers on the Plan Submittal Criteria Form (on the reverse) are all "No". City Official Requesting Review: City Reference tt: City / County: Date: Contact Name: E-Mail: Title: Phone #: Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. Reason(s) for Review: Please describe why OCFA Plan Review is or may be required by the City/County: OCFA COMMENTS: OCFA Authorization ❑ No further action required on this specific plan type, based on information provided on: f� ❑ Project to be taken in for OCFA Review. Other: Name: _ Contact #: Date: ----------------------------- Scanned with m CannScanner  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 Project No: 20241087 Date: 90/24/2025 W Park Ln 922 W Park Ln, Santa Ana, CA 92706 Project Engineer: M. Jalalpour Approved by: F. Rezaeian Page 1 of 290 09/24/2025 EXP. 06-30-2026 Table of Contents  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 Table of Contents 1 Description of the Structure and Site ......................................................................................................... 3 2 Design Criteria ........................................................................................................................................... 3 2.1 Design Codes and Standards ........................................................................................................ 3 3 Loading ...................................................................................................................................................... 4 3.1 Gravity Loading ............................................................................................................................ 4 3.1.1 Dead Load ............................................................................................................................ 4 3.1.2 Live Load ............................................................................................................................. 6 3.2 Lateral Load .................................................................................................................................. 7 3.2.1 Seismic Load ........................................................................................................................ 7 3.2.2 Wind Load .......................................................................................................................... 10 4 Wood Design ........................................................................................................................................... 11 4.1 Shear Wall Design ...................................................................................................................... 11 4.2 Diaphragm Design ...................................................................................................................... 13 4.2.1 Diaphragm Seismic Force .................................................................................................. 13 4.2.2 Collector Design................................................................................................................. 14 4.2.3 Chord Design ..................................................................................................................... 15 4.3 Beam and Post Design ................................................................................................................ 17 4.4 Header, Jack Stud, and King Stud Design .................................................................................. 17 4.5 Joist Design ................................................................................................................................. 17 4.6 Stud Wall Design ........................................................................................................................ 17 5 Foundation Design ................................................................................................................................... 20 Appendix A : County of Orange Report ..................................................................................... 22 Appendix B : ASCE 7 Hazard Report ........................................................................................ 27 Appendix C : Wind Load ............................................................................................................ 30 Appendix D : Shear Wall Design ................................................................................................ 41 Appendix E : Beam and Post Design ......................................................................................... 88 : Header, Jack Stud, and King Stud Design ......................................................... 167 Appendix G : Joist Design ........................................................................................................ 200 : Stud Wall Design ............................................................................................... 221 Appendix I : Foundation Design ............................................................................................. 224 Appendix F Appendix H Page 2 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 2 1 Description of the Structure and Site This project is located at 922 W Park Ln, Santa Ana, CA 92706, is an existing one-story residential building. The proposed east elevation of structure is shown in Fig.1. The structural system consists of wood structural frame system with shear wall. Figure 1. The Proposed East Elevation of Structure No geotechnical report was provided. The design of foundation is based on the default value provided in foundation requirements for residential projects and accessory structures dated 06/22/2020 by the County of Orange Department of Public Works. For more information, see Appendix A. 2 Design Criteria 2.1 Design Codes and Standards For design purposes, the following codes, standards, and local regulations are used: • California Building Standards Code, (CBC-2022) • California Residential Code, (CRC-2022) • Minimum Design Loads for Buildings and Other Structures, (ASCE/SEI 7-16) • Building Code Requirements for Structural Concrete and Commentary, (ACI318–19) • National Design Specification for Wood Construction, (NDS-2018) • Special Design Provisions for Wind and Seismic, (SDPWS-2021) • Braced Wall Section of CRC for Wind and Seismic at Acceptable Lines. Page 3 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 3 3 Loading 3.1 Gravity Loading 3.1.1 Dead Load The dead loads are tabulated in Tables 1 to 6. Table 1. Stucco Wall Dead Load Layer Number Value Unit Gypsum Board, 5/8" 1 2.75 psf Stucco 1 10 psf 2x4 @ 16" O.C. 1 1.7 psf 1" Fiberglass Batt Insulation 6 0.11 psf Miscellaneous 1 0.89 psf Total 16 psf Table 2. Stone Wall Dead Load Layer Number Value Unit Gypsum Board, 5/8" 1 2.75 psf Stone 1 15 psf 2x4 @ 16" O.C. 1 1.7 psf 1" Fiberglass Batt Insulation 6 0.11 psf Miscellaneous 1 0.89 psf Total 21 psf Table 3. Cement Wall Dead Load Layer Number Value Unit Cement & Shingle 1 6 psf Gypsum Board, 5/8" 1 2.75 psf 2x4 @ 16" O.C. 1 1.7 psf 1" Fiberglass Batt Insulation 6 0.11 psf Miscellaneous 1 0.89 psf Total 12 psf Page 4 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 4 Table 4. Trex Landing Layer Number Value Unit Finish Floor (TREX) 1 2.5 psf 2x6 @ 16" O.C. 1 1.5 psf Plywood, 5/8" 1 2 psf Insulation 1 0.5 psf Gypsum Board,1/2" 1 2.2 psf Miscellaneous 1 1.3 psf Total 10 psf Table 5. Asphalt Roof Dead Load Layer Number Value Unit Asphalt Shingle 1 2.5 psf Roof Underlayment 1 0.5 psf Plywood 5/8" 1 2.1 psf 2x10 @ 16" O.C. 1 2.5 psf Wood Furring 1 2 psf R15-Insulation 1 0.5 psf Miscellaneous 1 3.4 psf Total 12 psf Table 6. Dead Loads Name Value Unit Roof Sloped 12 psf Roof Vaulted 16 psf Ceiling 6 psf Floor 10 psf Partition 5 psf Exterior Wall (Stucco) 16 psf Exterior Wall (Stone) 21 psf Exterior Wall (Cement) 12 psf Landing and Stair 10 psf Page 5 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 5 3.1.2 Live Load Live loads are tabulated in Table 7. Table 7. Live Loads Name Value Unit Roof Sloped 16 psf Roof Vaulted 16 psf Ceiling 20 psf Floor 50 psf Landing and Stair 60 psf Page 6 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 6 3.2 Lateral Load ASCE 7 hazard report is given in Appendix B. 3.2.1 Seismic Load The wood seismic parameters are tabulated in Table 8. Table 8. Seismic Parameters S1 0.475 Mapped acceleration parameters Ss 1.336 TL 8 Site Class D (Default) Occupancy Category II Height of Building (feet) 12.75 Importance Factor (Ie) 1 Overstrength Factor, Ω0 3 Table 12.2-1 Deflection Amplification Factor, Cd 4 Table 12.2-1 Response Modification Coefficient 6.5 Table 12.2-1 Building Period Parameter Ct 0.02 Table 12.8-2 Building Period Parameter x 0.75 Table 12.8-2 Site Coefficient at Short Period (Fa) 1.2 (Table 11.4-1) Site Coefficient at 1 Sec Period (Fv) 1.825 (Table 11.4-2) Ta 0.135 Section 12.8.2 SMS 1.603 Section 11.4.4, Eq. (11.4-1) SM1 0.867 Section 11.4.4, Eq. (11.4-2) SDS 1.069 Section 11.4.5, Eq. (11.4-3) SD1 0.578 Section 11.4.5, Eq. (11.4-4) T0 0.108 Section 11.4.6 Ts 0.541 Section 11.4.6 Seismic Design Category Based on Short-Period Response Acceleration Parameter D Table 11.6.1 Seismic Design Category Based on 1-s Period Response Acceleration Parameter D Table 11.6.2 Cs 0.164 Eq. (12.8-2). Cs 0.988 Eq. (12.8-3) & Eq. (12.8-4) Cs(min) 0.047 Eq. (12.8-5). Cs(min) 0 Eq. (12.8-6). Seismic Response Coefficient Cs 0.164 Page 7 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 7 Design response spectrum is tabulated in Table 9 and it is shown in Fig.2. Table 9. Design Response Spectrum 0 0.427 0.108 1.069 0.811 1.069 1.22 0.711 2.14 0.405 2.85 0.304 4.27 0.203 8 0.072 8.5 0.064 Figure 2. Design Response Spectrum 3.2.1.2 Effective Seismic Weight The effective seismic weight is tabulated in Table 10. Table 10. The Effective Seismic Weight Story Type A Value Seismic Weight sf psf lb Roof Sloped Roof 2861 12 34332 Vaulted Roof 503.51 16 8056 Ceiling 2094 6 12564 Exterior Wall (Stucco) 754 16 12060 Exterior Wall (Cement) 191 12 2288 Partition 1300 5 6500 Total Seismic Weight (lb) 75800 0 0.2 0.4 0.6 0.8 1 1.2 0 2 4 6 8 10 Sp e c t r a l R e s p o n s e A c c e l e r a t i o n , Sa ( g ) Period, T (sec) Design Response Spectrum Page 8 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 8 3.2.1.3 Base Shear The base shear is calculated according to the following equations: Cs = 0.164 Seismic Weight = 75800 lb Base Shear = Cs × W = 0.164 × 58007 = 43112 lb = 4312. kips 3.2.1.4 Horizontal Distribution of Seismic Load The horizontal distribution of seismic load is tabulated in Tables 11 and 12. Table 11. Horizontal Distribution of Seismic Load Story Line A AT A / AT Base Shear Shear Line Force ρF 0.7×ρF sf sf - lb lb lb lb Roof B 591 3364.51 0.176 12431 2188 2188 1531.6 C 379 0.113 1405 1405 983.5 F 586 0.174 2163 2163 1514.1 5 617 0.18 2280 2280 1596 7 492 0.15 1818 1818 1272.6 9 381.91 0.11 1411 1411 987.7 10 110 0.033 410 410 287 11 534.25 0.159 1977 1977 1383.9 Table 12. Hardy Frame Design for Seismic Load Line Wall ASD Shear Force (lb) Max Tension Force (lb) HFX Model HD Bolt Dia and Grade Seismic and Wind Capacity (lb) Seismic Wind Seismic Wind In-Plane Shear (Seismic) In-Plane Shear (Wind) Uplift (Seismic) Uplift (Wind) C C 984 574 8177 4595 HFX 24x14 1-1/8" HS 2090 3190 16095 21615 Foun 872 601 7179 4823 - - - - - - Page 9 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 9 3.2.2 Wind Load The wind load is given in Appendix C. 3.2.2.1 Horizontal Distribution of Wind Load The horizontal distribution of wind load is tabulated in Table 13. Table 13. Horizontal Distribution of Wind Load Story Line A AT A / AT Wind Shear Force Shear Line Force 0.6×F sf sf - lb lb lb Roof B 591 3364.5 0.176 8470 1491 894.6 C 379 0.113 957 574.2 F 586 0.174 1474 884.4 5 617.02 0.18 10430 1913 1147.8 7 492 0.15 1525 915 9 381.914 0.11 1184 710.4 10 110 0.033 344 206.4 11 534.255 0.159 1658 994.8 Page 10 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 10 4 Wood Design 4.1 Shear Wall Design The shear wall design is given in Appendix D. The location of shear walls are shown in Figs 3 and 4. (E) FP (E) LIVING ROOM (E) MASTER BEDROOM (E) BEDROOM (E) GARAGE (E) BEDROOM (E ) B A T H R O O M (E) CLOSET (E) CLOSET (E) CLOSET(E) STORE ATTIC FAU AA (N) ENTRY 8' CLG (N) DINING ROOM (N) KITCHEN 8' CLG (N) FRONT PORCH (N) LIVING ROOM (E ) M A S T E R B A T H CA 2 4 " X 1 8 " . CA 2 4 " X 1 8 " . W D REFD/W (N) LAUNDRY/PANTRY F D 8 A B 7 9 C E G H I J K 1 2 3 4 5 6 10 11 SW1 (30'-7") SW1 (23'-2") SW 1 (1 6 ' - 1 0 " ) (N) C 4 4 (N)HDU2 (N) C 4 4 (N) H D U 2 (N) C 4 4 (N) H D U 2 (N) C 4 4 (N) H D U 2 (N) H D U 2 (S W 1 ) (1 5 ' - 6 " ) (N) C 4 4 (N)HDU2 SW 1 (1 8 ' - 1 " ) (N) C 4 4 (N)HFX 24x14 HARDY PANEL SW 1 (8 ' - 1 1 " ) SW 1 (5 ' - 0 " ) (N ) H D U 2 (N) C 4 4 (E)BRA C E D L I N E (E)BRACED LINE (E ) B R A C E D L I N E (E ) B R A C E D L I N E (N) H D U 2 (N) H D U 2 HFX(2'-0") (N) C 4 4 (N) H D U 2 (N) C 4 4 (N) H D U 2 (N) H D U 2 (N) C 4 4 (N) H D U 2 (N) C 4 4 (N) H D U 2 (N) C 4 4 Figure 3. The Location of Floor Plan Shear Walls Page 11 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 11 (E) FP (E) LIVING ROOM (E) MASTER BEDROOM (E) BEDROOM (E) GARAGE (E) BEDROOM (E ) B A T H R O O M (E) CLOSET (E) CLOSET (E) CLOSET(E) STORE ATTIC FAU AA (N) ENTRY 8' CLG (N) DINING ROOM (N) KITCHEN 8' CLG (N) FRONT PORCH (N) LIVING ROOM (E ) M A S T E R B A T H CA 2 4 " X 1 8 " . CA 2 4 " X 1 8 " . W D REFD/W (N) LAUNDRY/PANTRY F D 8 A B 7 9 C E G H I J K 1 2 3 4 5 6 10 11 SW1 (30'-7") SW1 (23'-2") SW 1 (1 6 ' - 1 0 " ) (N) C 4 4 SW 1 (5 ' - 0 " ) (N)HDU2 (N) C 4 4 (N ) H D U 2 (N) C 4 4 (N) H D U 2 (N) C 4 4 (N) H D U 2 (N) C 4 6 (N) C 4 4 (N) C 4 4 (N) H D U 2 (N) C 4 4 (N) H D U 2 (S W 1 ) (1 5 ' - 6 " ) (N) C 4 4 (N)HDU2 HFX(2'-0") SW 1 (1 8 ' - 1 " ) (N) H D U 2 (N) C 4 4 (N) H D U 2 (N)HFX 24x14 HARDY PANEL (N) H D U 2 SW 1 (8 ' - 1 1 " ) (N) H D U 2 (N) H D U 2 (N) C 4 4 (N) H D U 2 (E)BRA C E D L I N E (E)BRACED LINE (E ) B R A C E D L I N E (E ) B R A C E D L I N E (N) H D U 2 (N) C 4 4 Figure 4. The Location of CLG Plan Shear Walls Page 12 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 12 4.2 Diaphragm Design 4.2.1 Diaphragm Seismic Force 4.2.1.1 Horizontal Distribution of Diaphragm Seismic Force The horizontal distribution of diaphragm seismic force is tabulated in Table 14. Table 14. Horizontal Distribution of Diaphragm Seismic Force Line A AT A/ AT Fpx Fpx (min) Fpx(max) Shear Line Force ASD Diaphragm Force Shear Line Capacity sf sf - lb lb lb lb lb lb B 591 3364.511 0.176 12431 16206 32412 2852 1996 6750 C 379 0.113 1831 1282 3618 F 586 0.174 2820 1974 4230 5 617.02 0.18 2972 2080 3618 7 492 0.15 2370 1659 5202 9 381.91 0.11 1840 1288 5202 10 110 0.033 535 375 5202 11 534.255 0.159 2577 1804 4968 Page 13 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 13 4.2.2 Collector Design The location of collector for one shear walls are shown in Fig. 5. Figure 5. Location of Collector for One Shear Wall The collector force is tabulated in Table 15. Table 15. Collector Force for One Shear Wall Line Line Length Shear Line Forces Shear Line Forces Drag Left Drag Right lb plf lb lb B 37.4 1996 53.369 363 0 C 19.5 3205 164.359 2876 0 5 20 2080 104 468 0 7 26 1659 63.767 765 -325 10 27 375 13.889 0 -142 11 27.4 1804 65.839 1238 -237 Page 14 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 14 4.2.3 Chord Design M=wl2/8= 91096 ft-lbs T=C= 91096 /64 =1423.37 lbs W=17797*0.7/58.5= 212.95 plf M=wl2/8= 99660.8 ft-lbs T=C=99660.8/58.5 = 1703.6 lbs W=17797*0.7/64=194.65 plf Page 15 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 15 2x4 D.F No2 ft=575 psi CD (seismic) = 1.6 CM = 1.0 Ct = 1.0 CF(Ft) = 1.0 Ci=0.8 Ag= 5.25 in2 ft ′=ft × CD × CM × Ct × Cf × Ci =736 psi Ft= 736 psi×5.25 in2= 3864 lb fc=1350 psi CD (seismic) = 1.6 CM = 1.0 Ct = 1.0 CF(Ft) = 1.0 Ci=0.8 Ag= 5.25 in2 fc′=fc × CD × CM × Ct × Cf × Ci × C =1728 psi Fc= 1728 psi×5.25 in2= 9072 lb Page 16 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 16 4.3 Beam and Post Design The beam and post design is given in Appendix E. 4.4 Header, Jack Stud, and King Stud Design The header, jack stud, and king stud design is given in Appendix F. 4.5 Joist Design The joist design is given in Appendix G. 4.6 Stud Wall Design The stud wall design is given in Appendix H. The location of elements are shown in Figs 6 to 8. Page 17 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 17 (E) FP (E) LIVING ROOM (E) MASTER BEDROOM (E) BEDROOM (E) GARAGE (E) BEDROOM (E ) B A T H R O O M (E) CLOSET (E) CLOSET (E) CLOSET (E) STORE ATTIC FAU AA (N) ENTRY 8' CLG (N) DINING ROOM (N) KITCHEN 8' CLG (N) FRONT PORCH (N) LIVING ROOM (E ) M A S T E R B A T H CA 2 4 " X 1 8 " . CA 2 4 " X 1 8 " . W D REFD/W (N) LAUNDRY/PANTRY (E ) B E A M (E ) B E A M (E ) B E A M (N)FJ6F D 8 A B 7 9 C E G H I J K 1 2 3 4 5 6 10 11 (N)DJ1 (N)FJ1 (N)FJ5 (N)FJ2(N)FJ3 (N)DJ2 (N ) F B 1 (N ) F B 2 (N ) F B 2 (N) F C 2 (N ) F B 1 (N) F C 1 (N ) F B 3 (N ) F B 4 (N ) F B 5 (N ) F B 6 (N) F C 3 (N) F C 4 (N) F C 5 (N ) D B 4 (N) D C 4 (N)DB3 (E) C 4 4 (E)C 4 4 (E) C 4 4 (E)C 4 4 (E)C 4 4 (E)C 4 4 (E)C 4 4 (E) C 4 4 (E)C 4 4 (E)C 4 4 (E)C 4 4 (E)C 4 4 (E)FJ (E)FJ (N)FJ4 (N)FJ4 (N) F C 1 (E)FJ (V.I.F. D I R E C T I O N ) (E)BEA M N N Figure 6. The Location of Floor Plan Elements Page 18 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 18 (E) FP (E) LIVING ROOM (E) MASTER BEDROOM (E) BEDROOM (E) GARAGE (E) BEDROOM (E ) B A T H R O O M (E) CLOSET (E) CLOSET (E) CLOSET(E) STORE ATTIC FAU AA (N) ENTRY 8' CLG (N) DINING ROOM (N) KITCHEN 8' CLG (N) FRONT PORCH (N) LIVING ROOM (E ) M A S T E R B A T H CA 2 4 " X 1 8 " . CA 2 4 " X 1 8 " . W D REFD/W (N) LAUNDRY/PANTRY F D 8 (N) C . A . (N) C . A . (N) C . A . (N)CJ6 (N ) H D R (N)CB18 (N ) C B 3 (N ) C B 3 (N ) C B 3 (N ) C B 3 (N ) C B 8 (N ) C B 8 (N)CB13 (N)CB16 (N)CB1 5 (N)CB18 (N)CB6 (N ) C B 9 (N ) C B 9 (N)HDR1 (N ) H D R 7 (N ) H D R 8 (N)H D R 5 (N)HDR2 (E)CJ (E)CJ (E)CJ (DIRE C T I O N T O B E V . I . F . ) (E)CJ (N)STUDWALL1 (N ) S T U D W A L L 1 (E ) H D R (E)CJ (DIRE C T I O N T O B E V . I . F . ) (N)CB19 (N)CB1 (N)CB1 (N)CB2 A B 7 9 C E G H I J K 1 2 3 4 5 6 10 11 (N) C . A . (E ) H D R (E)HDR (N)CJ3 (N)CJ1 (N)CJ1 (N)CJ4 (N ) C B 1 0 (N)CB4 (N)CB7 (N) C . A . (N ) C B 1 1 (N ) C B 1 2 (N) C 7 (N)CB17 (N) C 6 (N) C 3 (N) C 4 (N) C 4 (N) C 18 (N) C 1 0 (N) C 1 1 (N) C 1 2 (N) C 1 3 (N) C 1 4 (N) C 1 5 (N) C 1 6 (N) C 1 7 (N)HDR3 (N ) H D R 6 (N ) H D R 4 (N) C 9 (N ) H D R 9 (N) C . A . (N)CJ5 (N) C 8 (N)CB1 4 (E)BEAM (V.I.F.) (E)P O S T (N) C 2 (N) C 2 (E)P O S T (N) C 1 (N) C 3 (N) C 4 (N)CJ4 (N)CJ2 (N)CJ3 (N) C 5 (N)CB5 Figure 7. The Location of CLG Plan Elements Page 19 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 19 5 Foundation Design The foundation design is given in Appendix I. Allowable bearing capacity for the design of foundations = 1500 psf (E) FP (E) LIVING ROOM (E) MASTER BEDROOM (E) BEDROOM (E) GARAGE (E) BEDROOM (E ) B A T H R O O M (E) CLOSET (E) CLOSET (E) CLOSET(E) STORE ATTIC FAU AA (N) ENTRY 8' CLG (N) DINING ROOM (N) KITCHEN 8' CLG (N) FRONT PORCH (N) LIVING ROOM (E ) M A S T E R B A T H CA 2 4 " X 1 8 " . CA 2 4 " X 1 8 " . W D REFD/W (N) LAUNDRY/PANTRY (E ) R I D G E B O A R D (E)RIDGE BOAR D (N ) R B 3 (N ) R B 3 (N ) R B 3 (N ) R B 3 (N ) R B 6 (N ) R B 6 (N)RB11 (N)RB13 (N ) R B 1 5 (N) R C 3 (N) R C 5 (N) R C 7 (N ) R B 9 (N ) R B 9 (E)DBL . R R (E)RR (E)RR (E)RR (E)RR (E)RR (E)RR (N)RR6 (N) V B 1 (N)RB1 (N)RB2 (N)RB4 (N)RB5 (N)RB8 (N)RB7 (N)RB2 (N)RB1 (N)BEAM BELOW F D 8 A B 7 9 C E G H I J K 1 2 3 4 5 6 10 11 (N)RR1 (N)RR5 (N)RR3 (N)RB10(N)RB12 (N)RB14 (N) R C 2 (N) R C 4 (N) R C 9 (N) R C 9 (N) R C 9 (N) R C 1 0 (N) R C 1 0 (N) R C 1 2 (N) R C 1 2 (N) R C 1 (N) R C 8 (E)BRA C E D L I N E (E)BRACED LINE (E ) B R A C E D L I N E (N)RR7 (E)RR (E ) P U R L I N (E ) P U R L I N (N) R C 6 (N)RR2 (N)RR2 (N)RR4 Figure 8. The Location of Roof Plan Elements Page 20 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 20 Limitations SAZAN performed the structural design in a manner consistent with the level of skill and care ordinarily exercised by professional engineers and consultants practicing under similar conditions. No other representation, warranty, or guarantee is given. Provided opinions are based on our engineering judgment. We will not be responsible for latent defects that may appear in the future or for different opinions of others that may arise. The design is performed considering available information for the structure. Should additional information become available that we are not aware of, or which is unknown at the time of our analysis, we reserve the right to revise our design as needed and additional costs may be required. Page 21 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 21 Appendix A : County of Orange Report Page 22 of 290 Planning & Building Agency Building and Safety Division 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714)-647-5800 www.santa-ana.org SOILS REPORT EXEMPTIONS PCC‐06 A. REFERENCES 2022 California Building Code (CBC), Section 1803 for Geotechnical Investigations B. SOILS REPORT REQUIRED Soils reports prepared by a California registered geotechnical engineer shall be provided in accordance with code requirements in Chapter 18 of the current CBC. Two copies of the soils report that are stamped and signed by the geotechnical engineer shall be provided at the time of plan submittal. Exemptions: A soils report will not be required for the following: 1. Accessory structures to an existing single family dwelling such as patio covers and carports 2. Light standards where the height is 25 feet or less 3. Fences and blockwalls where the height is 10 feet or less 4. Retaining walls retaining 6 feet or less of level grade, not supporting surcharge 5. The following types of buildings complying with the “Minimum Foundation Construction Requirements” in Section C below are met: a. Detached one-story garage serving a single family dwelling b. One-story and two-story attached additions to an existing single family dwelling c. New detached one-story accessory dwelling units (ADU) with a maximum building area of 750 sq. ft. The building official reserves the right to require a soils report for any project where questionable soil or slope instability conditions at the site warrant a foundation and soils investigation. C. MINIMUM FOUNDATION CONSTRUCTION REQUIREMENTS UNDER EXEMPTION #5 ABOVE 1. Depth of foundations below the natural grade shall not be less than 18 inches. 2. Continuous foundations shall be reinforced with at least four continuous #4 reinforcing bars, two #4 bars at the top and two #4 bars at the bottom. 3. Slab construction shall be minimum 4” thick, reinforced with #4 bars at 18” on center each way. 4. Doweling of the new foundations and slabs into the existing foundations and slabs shall be required. Dowels shall be a minimum of 6” into the existing concrete and shall extend a minimum of 24” into the new concrete. Dowels shall be minimum #3 bars at 18” on center or #4 bars at 24” on center. D. [NEW] ALTERNATE SOILS REPORT POLICY ICC Orange Empire Chapter document “Foundation Requirements for Residential Projects and Accessory Structures (Approved September 22, 2021)” which is attached, may be used as alternate soils report policy when the document is complied with in its entirety. Code references in this document shall be construed to apply to the corresponding provisions in the current code. Page 23 of 290 Foundation Requirements for Residential Projects and Accessory Structures (Approved September 22, 2021) BACKGROUND: 1. Section R401.4 of 2019 California Residential Code (CRC) requires a soils test to determine the soil’s characteristics if expansive soils are likely to be present. 2. Section 1803.5.11 of 2019 California Building Code (CBC) requires a “geotechnical investigation” for any structure determined to be in Seismic Design Category C, D, E , or F in accordance with Section 1613. 3. Exception to Section 1803.2 states, “The building official shall be permitted to waive the requirement for a geotechnical investigation where satisfactory data from adjacent areas is available that demonstrates an investigation is not necessary for any of the conditions in Sections 1803.5.1 through 1803.5.6, and Sections 1803.5.10 and 1803.5.11.” POLICY: Since the majority of jurisdictions in Orange County is located in Seismic Design Category D and due to the presence of expansive soil in some areas, this policy is developed to comply with the 2019 CRC and CBC. Geotechnical investigation report is required for all projects except as prescribed below . Exception: 1. One story room addition(s) to a single-family dwelling/accessory dwelling unit (SFD/ADU) up to 1,200 sf of individual areas located in non-liquefaction area. 2. One story detached SFD/ADU, or accessory structure up to 1,200 sf located in non-liquefaction area. 3. One story room addition(s) to a SFD/ADU up to 500 sf of individual areas located in liquefaction area. 4. (a) Room addition(s) to a SFD/ADU larger than 500 sf of individual areas but not more than 1,200 sf located in liquefaction area shall require 4’ of overexcavation. (b) Detached accessory structure or SFD/ADU larger than 500 sf but not more than 1,200 sf located in liquefaction area shall require 4’ overexcavation. 5. One story detached accessory structure up to 500 sf located in liquefaction area. 6. Second story addition above existing first floor within the footprint of existing dwelling. For item 6, a letter from a California Licensed Geotechnical Engineer or Civil Engineer practicing soil engineering is required, stating the condition of existing foundation and supporting subgrade soils and providing foundation recommendations due to the added vertical and lateral loads from the proposed second story addition. Page 24 of 290 Foundation Requirements for Residential Projects and Accessory Structures Exempted projects as described above in item 1 through 5 shall follow the alternate method as outlined below in lieu of geotechnical investigation report provided minimum foundation clearance from slope is maintained based on Section 1808.7, R403.1.7, or local Grading Code, whichever is more restrictive: A. For slab on grade construction: • Scarify top 12” or recompact 4’ overexcavation prior to trenching for the utility and/or foundation. 90% compaction report is required at the time of foundation inspection . Damp proofing, base course and pre-saturation are required. • Provide 5” slab on grade reinforced with #4 at 18” on centers each way over 4” base of ½” or larger clean aggregate with 10 mil vapor retarder in direct contact with concrete. Slab shall be tied-in to continuous 12” wide X 24” (minimum embedment int o firm soil) foundation. • Continuous foundation must be reinforced with 2 #5 (or 3 #4) top and bottom. See slab on grade foundation detail ‘A’ below for additional information. B. For raised foundation construction: • Provide continuous foundation with 12” wide X 24” (minimum embedment into firm soil) around the perimeter of the addition. • Continuous foundation must be reinforced with 2 #5 (or 3 #4) top and bottom. • Provide 18” (minimum embedment) for all interior pier footing. See raised floor foundation detail ‘B’ below for additional information. Note: All concrete shall be fc’=4,500 psi (minimum) with type V cement maximum water cement ratio of 0.45. No special inspection required if concrete truck mix ticket is provided. This policy does not apply to projects that require grading plans and permit per local Grading Code. Page 25 of 290 Foundation Requirements for Residential Projects and Accessory Structures Page 26 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 22 Appendix B : ASCE 7 Hazard Report Page 27 of 290 ASCE Hazards Report Address: 922 W Park Ln Santa Ana, California 92706 Standard:ASCE/SEI 7-16 Latitude:33.771814 Risk Category:II Longitude:-117.877392 Soil Class:D - Default (see Section 11.4.3) Elevation:134.78277041869154 ft (NAVD 88) Wind Results: Wind Speed 95 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Wed Jul 17 2024 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 28 of 290 SS : 1.336 S1 : 0.475 F a : 1.2 F v : N/A SMS : 1.603 SM1 : N/A SDS : 1.069 SD1 : N/A T L : 8 PGA : 0.564 PGA M : 0.676 F PGA : 1.2 Ie : 1 C v : 1.367 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Wed Jul 17 2024 Page 29 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 23 Appendix C : Wind Load Page 30 of 290 sazaninc Project 922 W Park LN-Santa Ana-CA 92706 Job Ref. Section MAIN WIND LOADING Sheet no./rev. 1 Calc. by S.A. Date 7/17/2024 Chk'd by Date App'd by Date WIND LOADING In accordance with ASCE7-16 Using the directional design method Tedds calculation version 2.1.14 Building data Type of roof;Gable Length of building;b = 63.00 ft Width of building ;d = 67.00 ft Height to eaves;H = 8.00 ft Pitch of roof;0 = 13.5 deg Mean height;h = 12.02 ft General wind load requirements Basic wind speed;V = 95.0 mph Risk category;II Velocity pressure exponent coef (Table 26.6-1);Kd = 0.85 Ground elevation above sea level;zgl = 0 ft Ground elevation factor ;Ke = exp(-0.0000362  zgl/1ft) = 1.00 Exposure category (cl 26.7.3);B Enclosure classification (cl.26.12);Enclosed buildings Internal pressure coef +ve (Table 26.13-1);GCpi_p = 0.18 Internal pressure coef –ve (Table 26.13-1);GCpi_n = -0.18 Gust effect factor;Gf = 0.85 Minimum design wind loading (cl.27.1.5);pmin_r = 8 lb/ft2 Topography Topography factor not significant;Kzt = 1.0 Velocity pressure equation;q = 0.00256  Kz  Kzt  Kd  V2  1psf/mph2; Velocity pressures table z (ft)Kz (Table 26.10-1)qz (psf) Page 31 of 290 sazaninc Project 922 W Park LN-Santa Ana-CA 92706 Job Ref. Section MAIN WIND LOADING Sheet no./rev. 2 Calc. by S.A. Date 7/17/2024 Chk'd by Date App'd by Date z (ft)Kz (Table 26.10-1)qz (psf) 8.00 0.85 16.69 12.02 0.85 16.69 15.00 0.85 16.69 16.04 0.86 16.90 Peak velocity pressure for internal pressure Peak velocity pressure – internal (as roof press.);qi = 16.69 psf Pressures and forces Net pressure;p = q  Gf  Cpe - qi  GCpi; Net force;Fw = p  Aref; Roof load case 1 - Wind 0, GC pi 0.18, -cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A (-ve)12.02 -0.56 16.69 -10.95 2170.47 -23.77 B (-ve)12.02 -0.44 16.69 -9.25 2170.47 -20.07 Total vertical net force ;Fw,v = -42.63 kips Total horizontal net force ;Fw,h = -0.86 kips Walls load case 1 - Wind 0, GC pi 0.18, -cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A 8.00 0.80 16.69 8.35 504.00 4.21 B 12.02 -0.49 16.69 -9.92 504.00 -5.00 C 12.02 -0.70 16.69 -12.94 805.43 -10.42 D 12.02 -0.70 16.69 -12.94 805.43 -10.42 Overall loading Projected vertical plan area of wall;Avert_w_0 = b  H = 504.00 ft2 Projected vertical area of roof ;Avert_r_0 = b  d/2  tan(0) = 506.69 ft2 Minimum overall horizontal loading;Fw,total_min = pmin_w  Avert_w_0 + pmin_r  Avert_r_0 = 12.12 kips Leeward net force;Fl = Fw,wB = -5.0 kips Windward net force ;Fw = Fw,wA = 4.2 kips Overall horizontal loading;Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 12.1 kips Roof load case 2 - Wind 0, GC pi -0.18, -0cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A (+ve)12.02 -0.05 16.69 2.24 2170.47 4.86 B (+ve)12.02 -0.44 16.69 -3.24 2170.47 -7.03 Total vertical net force ;Fw,v = -2.11 kips Total horizontal net force ;Fw,h = 2.78 kips Page 32 of 290 sazaninc Project 922 W Park LN-Santa Ana-CA 92706 Job Ref. Section MAIN WIND LOADING Sheet no./rev. 3 Calc. by S.A. Date 7/17/2024 Chk'd by Date App'd by Date Walls load case 2 - Wind 0, GC pi -0.18, -0cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A 8.00 0.80 16.69 14.36 504.00 7.24 B 12.02 -0.49 16.69 -3.91 504.00 -1.97 C 12.02 -0.70 16.69 -6.93 805.43 -5.58 D 12.02 -0.70 16.69 -6.93 805.43 -5.58 Overall loading Projected vertical plan area of wall;Avert_w_0 = b  H = 504.00 ft2 Projected vertical area of roof ;Avert_r_0 = b  d/2  tan(0) = 506.69 ft2 Minimum overall horizontal loading;Fw,total_min = pmin_w  Avert_w_0 + pmin_r  Avert_r_0 = 12.12 kips Leeward net force;Fl = Fw,wB = -2.0 kips Windward net force ;Fw = Fw,wA = 7.2 kips Overall horizontal loading;Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 12.1 kips Roof load case 3 - Wind 90, GC pi 0.18, -cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A (-ve)12.02 -0.90 16.69 -15.77 414.16 -6.53 B (-ve)12.02 -0.90 16.69 -15.77 414.16 -6.53 C (-ve)12.02 -0.50 16.69 -10.10 828.31 -8.37 D (-ve)12.02 -0.30 16.69 -7.26 2684.31 -19.49 Total vertical net force ;Fw,v = -39.79 kips Total horizontal net force ;Fw,h = 0.00 kips Walls load case 3 - Wind 90, GC pi 0.18, -cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A1 15.00 0.80 16.69 8.35 800.90 6.68 A2 16.04 0.80 16.90 8.49 4.53 0.04 B 12.02 -0.50 16.69 -10.10 805.43 -8.13 C 12.02 -0.70 16.69 -12.94 504.00 -6.52 D 12.02 -0.70 16.69 -12.94 504.00 -6.52 Overall loading Projected vertical plan area of wall;Avert_w_90 = d  H + d2  tan(0) / 4 = 805.43 ft2 Projected vertical area of roof ;Avert_r_90 = 0.00 ft2 Minimum overall horizontal loading;Fw,total_min = pmin_w  Avert_w_90 + pmin_r  Avert_r_90 = 12.89 kips Leeward net force;Fl = Fw,wB = -8.1 kips Windward net force ;Fw = Fw,wA_1 + Fw,wA_2 = 6.7 kips Overall horizontal loading;Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 14.9 kips Page 33 of 290 sazaninc Project 922 W Park LN-Santa Ana-CA 92706 Job Ref. Section MAIN WIND LOADING Sheet no./rev. 4 Calc. by S.A. Date 7/17/2024 Chk'd by Date App'd by Date Roof load case 4 - Wind 90, GC pi -0.18, +cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A (+ve)12.02 -0.18 16.69 0.45 414.16 0.19 B (+ve)12.02 -0.18 16.69 0.45 414.16 0.19 C (+ve)12.02 -0.18 16.69 0.45 828.31 0.37 D (+ve)12.02 -0.18 16.69 0.45 2684.31 1.21 Total vertical net force ;Fw,v = 1.90 kips Total horizontal net force ;Fw,h = 0.00 kips Walls load case 4 - Wind 90, GC pi -0.18, +cpe Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A1 15.00 0.80 16.69 14.36 800.90 11.50 A2 16.04 0.80 16.90 14.49 4.53 0.07 B 12.02 -0.50 16.69 -4.09 805.43 -3.29 C 12.02 -0.70 16.69 -6.93 504.00 -3.49 D 12.02 -0.70 16.69 -6.93 504.00 -3.49 Overall loading Projected vertical plan area of wall;Avert_w_90 = d  H + d2  tan(0) / 4 = 805.43 ft2 Projected vertical area of roof ;Avert_r_90 = 0.00 ft2 Minimum overall horizontal loading;Fw,total_min = pmin_w  Avert_w_90 + pmin_r  Avert_r_90 = 12.89 kips Leeward net force;Fl = Fw,wB = -3.3 kips Windward net force ;Fw = Fw,wA_1 + Fw,wA_2 = 11.6 kips Overall horizontal loading;Fw,total = max(Fw - Fl + Fw,h, Fw,total_min) = 14.9 kips Page 34 of 290 sazaninc Project 922 W Park LN-Santa Ana-CA 92706 Job Ref. Section MAIN WIND LOADING Sheet no./rev. 5 Calc. by S.A. Date 7/17/2024 Chk'd by Date App'd by Date Page 35 of 290 sazaninc Project 922 W Park LN-Santa Ana-CA 92706 Job Ref. Section MAIN WIND LOADING Sheet no./rev. 6 Calc. by S.A. Date 7/17/2024 Chk'd by Date App'd by Date Page 36 of 290 sazaninc Project 922 W Park LN-Santa Ana-CA 92706 Job Ref. Section CLLADING WIND LOADING Sheet no./rev. 1 Calc. by S.A. Date 7/17/2024 Chk'd by Date App'd by Date WIND LOADING In accordance with ASCE7-16 Using the components and cladding design method Tedds calculation version 2.1.14 Building data Type of roof;Gable Length of building;b = 63.00 ft Width of building ;d = 67.00 ft Height to eaves;H = 8.00 ft Pitch of roof;0 = 13.5 deg Mean height;h = 12.02 ft End zone width;a = max(min(0.1min(b, d), 0.4h), 0.04min(b, d), 3ft) = 4.81 ft General wind load requirements Basic wind speed;V = 95.0 mph Risk category;II Velocity pressure exponent coef (Table 26.6-1);Kd = 0.85 Ground elevation above sea level;zgl = 0 ft Ground elevation factor ;Ke = exp(-0.0000362  zgl/1ft) = 1.00 Exposure category (cl 26.7.3);B Enclosure classification (cl.26.12);Enclosed buildings Internal pressure coef +ve (Table 26.13-1);GCpi_p = 0.18 Internal pressure coef –ve (Table 26.13-1);GCpi_n = -0.18 Gust effect factor;Gf = 0.85 Topography Topography factor not significant;Kzt = 1.0 Velocity pressure Velocity pressure coefficient (Table 26.10-1);Kz = 0.85 Velocity pressure;qh = 0.00256  Kz  Kzt  Kd  Ke  V2  1psf/mph2 = 16.7 psf Page 37 of 290 sazaninc Project 922 W Park LN-Santa Ana-CA 92706 Job Ref. Section CLLADING WIND LOADING Sheet no./rev. 2 Calc. by S.A. Date 7/17/2024 Chk'd by Date App'd by Date Peak velocity pressure for internal pressure Peak velocity pressure – internal (as roof press.);qi = 16.69 psf Equations used in tables Net pressure;p = qh  [GCp - GCpi]; Components and cladding pressures - Wall (Table 30.3-1) Component Zone Length (ft) Width (ft) Eff. area (ft2) +GCp -GCp Pres (+ve) (psf) Pres (-ve) (psf) <=10 sf 4 --10.0 1.00 -1.10 19.7 -21.4 50 sf 4 --50.0 0.88 -0.98 17.6 -19.3 200 sf 4 --200.0 0.77 -0.87 15.9 #-17.5 >500 sf 4 --500.1 0.70 -0.80 14.7 #-16.4 <=10 sf 5 --10.0 1.00 -1.40 19.7 -26.4 50 sf 5 --50.0 0.88 -1.15 17.6 -22.3 200 sf 5 --200.0 0.77 -0.94 15.9 #-18.7 >500 sf 5 --500.1 0.70 -0.80 14.7 #-16.4 # The final net design wind pressure, including all permitted reductions, used in the design shall not be less than 16psf acting in either direction Components and cladding pressures - Roof (Figure 30.3-2B) Component Zone Length (ft) Width (ft) Eff. area (ft2) +GCp -GCp Pres (+ve) (psf) Pres (-ve) (psf) <=2 sf 1 --2.0 0.70 -2.00 14.7 #-36.4 20 sf 1 --20.0 0.46 -2.00 10.8 #-36.4 50 sf 1 --50.0 0.37 -1.15 9.2 #-22.1 Page 38 of 290 sazaninc Project 922 W Park LN-Santa Ana-CA 92706 Job Ref. Section CLLADING WIND LOADING Sheet no./rev. 3 Calc. by S.A. Date 7/17/2024 Chk'd by Date App'd by Date Component Zone Length (ft) Width (ft) Eff. area (ft2) +GCp -GCp Pres (+ve) (psf) Pres (-ve) (psf) >100 sf 1 --100.1 0.30 -0.50 8.0 #-11.4 # <=2 sf 2e --2.0 0.70 -2.00 14.7 #-36.4 20 sf 2e --20.0 0.46 -2.00 10.8 #-36.4 50 sf 2e --50.0 0.37 -1.15 9.2 #-22.1 >100 sf 2e --100.1 0.30 -0.50 8.0 #-11.4 # <=2 sf 2n --2.0 0.70 -3.00 14.7 #-53.1 10 sf 2n --10.0 0.54 -3.00 11.9 #-53.1 100 sf 2n --100.0 0.30 -1.57 8.0 #-29.2 >250 sf 2n --250.1 0.30 -1.00 8.0 #-19.7 <=2 sf 2r --2.0 0.70 -3.00 14.7 #-53.1 10 sf 2r --10.0 0.54 -3.00 11.9 #-53.1 100 sf 2r --100.0 0.30 -1.57 8.0 #-29.2 >250 sf 2r --250.1 0.30 -1.00 8.0 #-19.7 <=2 sf 3e --2.0 0.70 -3.00 14.7 #-53.1 10 sf 3e --10.0 0.54 -3.00 11.9 #-53.1 100 sf 3e --100.0 0.30 -1.57 8.0 #-29.2 >250 sf 3e --250.1 0.30 -1.00 8.0 #-19.7 <=2 sf 3r --2.0 0.70 -3.60 14.7 #-63.1 10 sf 3r --10.0 0.54 -3.60 11.9 #-63.1 50 sf 3r --50.0 0.37 -2.34 9.2 #-42.1 >100 sf 3r --100.1 0.30 -1.80 8.0 #-33.1 # The final net design wind pressure, including all permitted reductions, used in the design shall not be less than 16psf acting in either direction Page 39 of 290 sazaninc Project 922 W Park LN-Santa Ana-CA 92706 Job Ref. Section CLLADING WIND LOADING Sheet no./rev. 4 Calc. by S.A. Date 7/17/2024 Chk'd by Date App'd by Date Page 40 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 24 Appendix D : Shear Wall Design Page 41 of 290 Sazan Project: 922 Job Ref. 1 Shear Wall: LINE 5 Sheet no./rev R1 Calc. by Sazan Inc Date 2025-03-07 Chk'd by DR.Jalalpour Date 2025-03-07 App'd by DR.Razaeian Date 2025-03-07 Wood shear wall design (NDS) In accordance with NDS2018 and SDPWS2021 allowable stress design and the segmented shear wall method Design summary Item Parameter Ratio result Shear wall aspect ratio H/B 0.877 OK Shear capacity for seismic loading Vs 0.23 OK Design tensile stress (Ch1) Ft' 0.04 OK Design compressive stress (Ch1) Fc' 0.69 OK Design tensile stress (Ch2) Ft' 0.04 OK Design compressive stress (Ch2) Fc' 0.69 OK bearing compr. stress, bottom plate Fc-perp' 0.24 OK Hold Down resistance HDU2 0.17 OK Shear wall deflection δsww 0.14 OK Panel details Structural I wood panel sheathing on One side Panel height H = 13.6ft Panel length B = 15.5ft Total area of wall A = H x B = 210.8ft 2 Panel construction Nominal stud size 2 "x4" Dressed stud size 1.5 "x3.5" Cross-sectional area of studs As= 5.25 in 2 Stud spacing s = 16 in Nominal end post size 1x4 "x4" Dressed end post size 3.5 "x3.5" Cross-sectional area of end posts Ae= 12.25 in 2 Hole diameter Dia = 0.625 in Net cross-sectional area of end posts Aen= 10.062 in 2 Page 42 of 290 Effective length for chord forces Beff= 15.5 - ((1.5) * 1*3.5) / 12 - 0 / 12)=15.062 ft Service condition Dry Temperature 100 degF or less Anchor offset e=0 in Anchor Location Inside face Hold Down HDU2 Vertical anchor stiffness Ka = 34091 lb/in From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber Species, grade and size classification Douglas Fir-Larch, No.2 grade, 2'' & wider Specific gravity G = 0.5 Tension parallel to grain F t=575 lb/in2 Compression parallel to grain F c=1350 lb/in2 Compression perpendicular to grain F c_perp=625 lb/in2 Modulus of elasticity E=1600000 lb/in 2 Minimum modulus of elasticity E min=580000 lb/in2 Sheathing details Sheathing material 15/32'' wood panel Structural I 3 -ply plywood sheathing Fastener type 10d Common nails at 6" centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels Nominal unit shear capacity V n =950×0.92 =874 plf Apparent shear wall shear stiffness G a=16 kips/in Adjustments for Unblocked wood structural panel Unblocked shear wall adjust.factor Cub1 = 1 Loading details Dead load acting on top of panel DL = 93 lb/ft Floor live load acting on top of panel LL = 90 lb/ft Roof live load acting on top of panel Lr = 88 lb/ft Self weight of panel Swt = 16 lb/ft 2 In plane wind load acting at head of panel WL = 1913 lbs Snow load acting on top of panel SL = 0 lb/ft Rain load acting on top of panel RL = 0 lb/ft Wind load serviceability factor F Wserv= 0.45 In plane seismic load acting at head of panel Eq = 1596 lbs Design spectral response accel. par., short periods S DS =1.069 Page 43 of 290 Deflection amplification factor Cdδ = 4 Seismic importance factor Ie = 1 Chord forces from shear walls above Chord WL(lb) Eq(lb) DLC.(lb) DLT.(lb) LL(lb) Lr(lb) SL(lb) RL(lb) Ch1 -709 -845 0 0 0 0 0 0 Ch2 709 845 0 0 0 0 0 0 DLC :Compressive Dead point load , DLT :Tensile Dead point load From ASCE 7-16 - cl.2.4.1 and cl. 2.4.5 Basic combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.75Lf + 0.45W + 0.75(Lr or S or R) Load combination no.4 D + 0.75Lf + 0.525E + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor – Table 2.3.2 CD=1.6 Size factor for tension – Table 4A CFt=1.5 Size factor for compression – Table 4A CFc=1.15 Wet service factor for tension – Table 4A CMt=1 Wet service factor for compression – Table 4A CMc=1 Wet service factor for modulus of elasticity – Table 4A CME=1 Temperature factor for tension – Table 2.3.3 Ctt=1 Temperature factor for compression – Table 2.3.3 Ctc=1 Temperature factor for modulus of elasticity – Table 2.3.3 CtE=1 Incising factor – cl.4.3.8 Ci=1 Buckling stiffness factor – cl.4.4.2 CT=1 Bearing area factor - cl. 3.10.4 C b=1 For sawn lumber c=0.8 Adjusted modulus of elasticity E min' = Emin× CME× CtE× Ci× CT=580000 psi Critical buckling design value F cE = 0.822×Emin' /(H/d)2= 219.278 psi Reference compression design value F c' = Fc× CD× CMc× Ctc× CFc× Ci=2484 psi Column stability factor – eqn.3.7-1 Cp = (1+(FcE/Fc'))/(2×c)-√([(1+(FcE/Fc'))/(2×c)]2-(FcE/Fc')/c)= 0.087 From SDPWS Table 4.3.3 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length B = 15.5 ft Page 44 of 290 Shear wall height H = 13.6 ft Shear wall aspect ratio H / B = 0.877 Pass - shear wall aspect ratio is less than Maximum shear wall aspect ratio Segmented shear wall capacity Maximum shear force under wind loading V w_max=0.6×WL/1000 =1.148 Kips Shear capacity for wind loading V w=(Vn×B/2000) =6.774 Kips ratio V w-max / Vw =0.169 PASS - Shear capacity for wind load exceeds maximum shear force Maximum shear force under seismic loading V s_max=0.7×Eq/1000 =1.117 Kips Shear capacity for seismic loading V s=(Vn×B/(2.8×1000)) =4.838 Kips ratio V s_max / Vs =0.231 PASS - Shear capacity for seismic load exceeds maximum shear force Chord capacity for chord1 Load Combination : 0.6DL - 0.7EQ Maximum tensile force in chord T=516.223 lbs Maximum applied tensile stress f t=T/Aen=51.304 lb/in2 Design tensile stress F t'=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 Ratio51.3/1380=0.04 PASS - Design tensile stress exceeds maximum applied tensile stress Load Combination : DL + 0.7EQ Maximum compressive force in chord P=1838.315 lbs Maximum applied compressive stress f c=P/Ae=150.067 lb/in2 Design compressive stress F c'=Fc×CD×CMc×Ctc×CFc×Ci×Cp=216.108 lb/in2 Ratio150.07/216.11=0.69 PASS - Design compressive stress exceeds maximum applied compressive stress Chord capacity for chord2 Load Combination : 0.6DL - 0.7EQ Maximum tensile force in chord T=516.223 lbs Maximum applied tensile stress f t=T/Aen=51.304 lb/in2 Design tensile stress F t'=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 Ratio51.3/1380=0.04 PASS - Design tensile stress exceeds maximum applied tensile stress Load Combination : DL + 0.7EQ Maximum compressive force in chord P=1838.315 lbs Page 45 of 290 Maximum applied compressive stress f c=P/Ae=150.067 lb/in2 Design compressive stress F c'=Fc×CD×CMc×Ctc×CFc×Ci×Cp=216.108 lb/in2Ratio150.07/216.11=0.69 PASS - Design compressive stress exceeds maximum applied compressive stress Design bearing compr. stress, bottom plate For maximum compressive force F c-perp'=Fc-perp×CMc×Ctc×Cb×Ci=625 lb/in2 Ratio150.07/625=0.24 Pass - Design bearing compr. stress, bottom plate exceeds Maximum applied compressive stress Hold down force Chord1 T1=0.516 Kips Chord2 T2=0.516 Kips Wind load deflection Design shear force V δw=FWserv×WL/1000=0.861kips Deflection limit Δ w_allow=H×12/360= 0.453 in Induced unit shear v δW=(VδW×1000/B)/Cub=55.548 lb/ft Anchor tension force Tδ = max(0 ,(vδW /1000)×H×B/Beff- 0.6×(D + Swt×H)×B/2000 - 0.6×min((DLT- ch1)/1000,(DLT-ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 0 kips Chord compression force Cδ = max(0,(vδW/1000)×H×B/Beff+0.6×(DL+Swt×H)×B/2000 + 0.6×max((DLC- ch1)/1000,(DLC-ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 2.541 kips Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0 in Vertical compression at chord ∆C = (0.04 in)×Cδ×1000/(Ae×Fc -perp)= 0.013 in Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.013 in Shear wall deflection δsww =2×(vδW /12000)×((H×12)^3)/(3×(E/1000)×Ae×B×12)+(vδW /12000)×H×12/(Ga)+ H×12×∆a /(B×12) = 0.062 inRatio0.062/0.45=0.14 PASS - Shear wall deflection is less than deflection limit Seismic deflection redundancy factor ρ=1.3 Design shear force V δs=(Eq/1000)/ρ= 1.228 kips Deflection limit Δ s_allow=0.025×H×12= 4.08 in Induced unit shear v δs=(Vδs×1000/B)/Cub=79.226 lb/ft Anchor tension force Tδ = max(0,(v δs/1000)×H×B/Beff-(0.6-0.2×SDS)×(DL+ Swt×H)×B/2000 -(0.6-0.2×SDS )× min((DLT-ch1)/1000, (DLT-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 1.024 kips Chord compression force Cδ = max(0,(vδs/1000)×H×B/Beff+(0.6 - 0.2×SDS)×(DL+Swt×H)×B/2000 + (0.6-0.2×SDS )× max((DLC-ch1)/1000, (DLC-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 2.883 kips Page 46 of 290 Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0.03 in Vertical compression at chord ∆C = (0.04 in)×Cδ×1000/(Ae×Fc -perp)= 0.015 in Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.046 in Shear wall elastic deflection δswse =2×(Vδs/12000)×((H×12)^3)/(3×(E/1000)×Ae×B×12)+(vδss/12000)×H×12/(Ga)+ H×12×∆a /(B×12) = 0.113 in Amp. seis. deflection δsws = Cdδ×δswse /Ie = 0.452 inRatio0.452/4.08=0.11 PASS - Shear wall deflection is less than deflection limit Page 47 of 290 Sazan Project: 922 Job Ref. 1 Shear Wall: LINE 7 Sheet no./rev R1 Calc. by Sazan Inc Date 2025-03-07 Chk'd by DR.Jalalpour Date 2025-03-07 App'd by DR.Razaeian Date 2025-03-07 Wood shear wall design (NDS) In accordance with NDS2018 and SDPWS2021 allowable stress design and the segmented shear wall method Design summary Item Parameter Ratio result Shear wall aspect ratio H/B 0.898 OK Shear capacity for seismic loading Vs 0.46 OK Design tensile stress (Ch1) Ft' 0.12 OK Design compressive stress (Ch1) Fc' 0.3 OK Design tensile stress (Ch2) Ft' 0.12 OK Design compressive stress (Ch2) Fc' 0.3 OK bearing compr. stress, bottom plate Fc-perp' 0.28 OK Hold Down resistance HDU2 0.55 OK Amp. seis. deflection δsws 0.26 OK Panel details Structural I wood panel sheathing on One side Panel height H = 8ft Panel length B = 8.91ft Total area of wall A = H x B = 71.28ft 2 Panel construction Nominal stud size 2 "x4" Dressed stud size 1.5 "x3.5" Cross-sectional area of studs As= 5.25 in 2 Stud spacing s = 16 in Nominal end post size 1x4 "x4" Dressed end post size 3.5 "x3.5" Cross-sectional area of end posts Ae= 12.25 in 2 Hole diameter Dia = 0.625 in Net cross-sectional area of end posts Aen= 10.062 in 2 Page 48 of 290 Effective length for chord forces Beff= 8.91 - ((1.5) * 1*3.5) / 12 - 0 / 12)=8.472 ft Service condition Dry Temperature 100 degF or less Anchor offset e=0 in Anchor Location Inside face Hold Down HDU2 Vertical anchor stiffness Ka = 34091 lb/in From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber Species, grade and size classification Douglas Fir-Larch, No.2 grade, 2'' & wider Specific gravity G = 0.5 Tension parallel to grain F t=575 lb/in2 Compression parallel to grain F c=1350 lb/in2 Compression perpendicular to grain F c_perp=625 lb/in2 Modulus of elasticity E=1600000 lb/in 2 Minimum modulus of elasticity E min=580000 lb/in2 Sheathing details Sheathing material 15/32'' wood panel Structural I 3 -ply plywood sheathing Fastener type 10d Common nails at 6" centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels Nominal unit shear capacity V n =950×0.92 =874 plf Apparent shear wall shear stiffness G a=16 kips/in Adjustments for Unblocked wood structural panel Unblocked shear wall adjust.factor Cub1 = 1 Loading details Dead load acting on top of panel DL = 52.8 lb/ft Floor live load acting on top of panel LL = 120 lb/ft Roof live load acting on top of panel Lr = 22.4 lb/ft Self weight of panel Swt = 16 lb/ft 2 In plane wind load acting at head of panel WL = 1525 lbs Snow load acting on top of panel SL = 0 lb/ft Rain load acting on top of panel RL = 0 lb/ft Wind load serviceability factor F Wserv= 0.45 In plane seismic load acting at head of panel Eq = 1818 lbs Design spectral response accel. par., short periods S DS =1.069 Page 49 of 290 Deflection amplification factor Cdδ = 4 Seismic importance factor Ie = 1 Chord forces from shear walls above Chord WL(lb) Eq(lb) DLC.(lb) DLT.(lb) LL(lb) Lr(lb) SL(lb) RL(lb) Ch1 -984 -1173 0 0 0 0 0 0 Ch2 984 1173 0 0 0 0 0 0 DLC :Compressive Dead point load , DLT :Tensile Dead point load From ASCE 7-16 - cl.2.4.1 and cl. 2.4.5 Basic combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.75Lf + 0.45W + 0.75(Lr or S or R) Load combination no.4 D + 0.75Lf + 0.525E + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor – Table 2.3.2 CD=1.6 Size factor for tension – Table 4A CFt=1.5 Size factor for compression – Table 4A CFc=1.15 Wet service factor for tension – Table 4A CMt=1 Wet service factor for compression – Table 4A CMc=1 Wet service factor for modulus of elasticity – Table 4A CME=1 Temperature factor for tension – Table 2.3.3 Ctt=1 Temperature factor for compression – Table 2.3.3 Ctc=1 Temperature factor for modulus of elasticity – Table 2.3.3 CtE=1 Incising factor – cl.4.3.8 C i=1 Buckling stiffness factor – cl.4.4.2 CT=1 Bearing area factor - cl. 3.10.4 C b=1 For sawn lumber c=0.8 Adjusted modulus of elasticity E min' = Emin× CME× CtE× Ci× CT=580000 psi Critical buckling design value F cE = 0.822×Emin' /(H/d)2= 633.714 psi Reference compression design value F c' = Fc× CD× CMc× Ctc× CFc× Ci=2484 psi Column stability factor – eqn.3.7-1 Cp = (1+(FcE/Fc'))/(2×c)-√([(1+(FcE/Fc'))/(2×c)]2-(FcE/Fc')/c)= 0.24 From SDPWS Table 4.3.3 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length B = 8.91 ft Page 50 of 290 Shear wall height H = 8 ft Shear wall aspect ratio H / B = 0.898 Pass - shear wall aspect ratio is less than Maximum shear wall aspect ratio Segmented shear wall capacity Maximum shear force under wind loading V w_max=0.6×WL/1000 =0.915 Kips Shear capacity for wind loading V w=(Vn×B/2000) =3.894 Kips ratio V w-max / Vw =0.235 PASS - Shear capacity for wind load exceeds maximum shear force Maximum shear force under seismic loading V s_max=0.7×Eq/1000 =1.273 Kips Shear capacity for seismic loading V s=(Vn×B/(2.8×1000)) =2.781 Kips ratio V s_max / Vs =0.458 PASS - Shear capacity for seismic load exceeds maximum shear force Chord capacity for chord1 Load Combination : 0.6DL - 0.7EQ Maximum tensile force in chord T=1660.067 lbs Maximum applied tensile stress f t=T/Aen=164.984 lb/in2 Design tensile stress F t'=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 Ratio164.98/1380=0.12 PASS - Design tensile stress exceeds maximum applied tensile stress Load Combination : DL + 0.7EQ Maximum compressive force in chord P=2161.372 lbs Maximum applied compressive stress f c=P/Ae=176.439 lb/in2 Design compressive stress F c'=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2 Ratio176.44/596.16=0.3 PASS - Design compressive stress exceeds maximum applied compressive stress Chord capacity for chord2 Load Combination : 0.6DL - 0.7EQ Maximum tensile force in chord T=1660.067 lbs Maximum applied tensile stress f t=T/Aen=164.984 lb/in2 Design tensile stress F t'=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 Ratio164.98/1380=0.12 PASS - Design tensile stress exceeds maximum applied tensile stress Load Combination : DL + 0.7EQ Maximum compressive force in chord P=2161.372 lbs Page 51 of 290 Maximum applied compressive stress f c=P/Ae=176.439 lb/in2 Design compressive stress F c'=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2Ratio176.44/596.16=0.3 PASS - Design compressive stress exceeds maximum applied compressive stress Design bearing compr. stress, bottom plate For maximum compressive force F c-perp'=Fc-perp×CMc×Ctc×Cb×Ci=625 lb/in2 Ratio176.44/625=0.28 Pass - Design bearing compr. stress, bottom plate exceeds Maximum applied compressive stress Hold down force Chord1 T1=1.66 Kips Chord2 T2=1.66 Kips Wind load deflection Design shear force V δw=FWserv×WL/1000=0.686kips Deflection limit Δ w_allow=H×12/360= 0.267 in Induced unit shear v δW=(VδW×1000/B)/Cub=76.992 lb/ft Anchor tension force Tδ = max(0 ,(vδW /1000)×H×B/Beff- 0.6×(D + Swt×H)×B/2000 - 0.6×min((DLT- ch1)/1000,(DLT-ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 0.607 kips Chord compression force Cδ = max(0,(vδW/1000)×H×B/Beff+0.6×(DL+Swt×H)×B/2000 + 0.6×max((DLC- ch1)/1000,(DLC-ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 1.574 kips Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0.018 in Vertical compression at chord ∆C = (0.04 in)×Cδ×1000/(Ae×Fc -perp)= 0.008 in Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.027 in Shear wall deflection δsww =2×(vδW /12000)×((H×12)^3)/(3×(E/1000)×Ae×B×12)+(vδW /12000)×H×12/(Ga)+ H×12×∆a /(B×12) = 0.065 inRatio0.065/0.27=0.24 PASS - Shear wall deflection is less than deflection limit Seismic deflection redundancy factor ρ=1.3 Design shear force V δs=(Eq/1000)/ρ= 1.398 kips Deflection limit Δ s_allow=0.025×H×12= 2.4 in Induced unit shear v δs=(Vδs×1000/B)/Cub=156.902 lb/ft Anchor tension force Tδ = max(0,(v δs/1000)×H×B/Beff-(0.6-0.2×SDS)×(DL+ Swt×H)×B/2000 -(0.6-0.2×SDS )× min((DLT-ch1)/1000, (DLT-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 2.182 kips Chord compression force Cδ = max(0,(vδs/1000)×H×B/Beff+(0.6 - 0.2×SDS)×(DL+Swt×H)×B/2000 + (0.6-0.2×SDS )× max((DLC-ch1)/1000, (DLC-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 2.804 kips Page 52 of 290 Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0.064 in Vertical compression at chord ∆C = (0.04 in)×Cδ×1000/(Ae×Fc -perp)= 0.015 in Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.083 in Shear wall elastic deflection δswse =2×(Vδs/12000)×((H×12)^3)/(3×(E/1000)×Ae×B×12)+(vδss/12000)×H×12/(Ga)+ H×12×∆a /(B×12) = 0.157 in Amp. seis. deflection δsws = Cdδ×δswse /Ie = 0.628 inRatio0.628/2.4=0.26 PASS - Shear wall deflection is less than deflection limit Page 53 of 290 Sazan Project: 922 Job Ref. 1 Shear Wall: line 9 Sheet no./rev R1 Calc. by Sazan Inc Date 2025-03-07 Chk'd by DR.Jalalpour Date 2025-03-07 App'd by DR.Rezaeian Date 2025-03-07 Wood shear wall design (NDS) In accordance with NDS2018 and SDPWS2021 allowable stress design and the Perforated shear wall method Design summary Item Parameter Ratio result Shear capacity for seismic loading Vs 0.23 OK Design tensile stress (Ch1) Ft' 0.02 OK Design compressive stress (Ch1) Fc' 0.14 OK Design tensile stress (Ch2) Ft' 0.02 OK Design compressive stress (Ch2) Fc' 0.14 OK bearing compr. stress, bottom plate Fc-perp' 0.13 OK Hold Down resistance HDU2 0.09 OK Amp. seis. deflection δsws 0.09 OK Panel details Structural I wood panel sheathing on One side Panel height H = 8ft Panel length B = 18.2ft Total area of wall Awall = H x B = 145.6ft 2 Total area of Opening Ao=(6.8×2)=13.6ft 2 Panel construction Nominal stud size 2 "x4" Dressed stud size 1.5 "x3.5" Cross-sectional area of studs As= 5.25 in 2 Stud spacing s = 16 in Nominal end post size 1x4 "x4" Dressed end post size 3.5 "x3.5" Cross-sectional area of end posts Ae= 12.25 in 2 Hole diameter Dia = 0.625 in Net cross-sectional area of end posts Aen= 10.062 in 2 Page 54 of 290 Effective length for chord forces Beff= 18.2 - ((1.5) * 1*3.5) / 12 - 0 / 12)=17.762 ft Service condition Dry Temperature 100 degF or less Anchor offset e=0 in Anchor Location Inside face Hold Down HDU2 Vertical anchor stiffness Ka = 34091 lb/in From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber Species, grade and size classification Douglas Fir-Larch, No.2 grade, 2'' & wider Specific gravity G = 0.5 Tension parallel to grain F t=575 lb/in2 Compression parallel to grain F c=1350 lb/in2 Compression perpendicular to grain F c_perp=625 lb/in2 Modulus of elasticity E=1600000 lb/in 2 Minimum modulus of elasticity E min=580000 lb/in2 Sheathing details Sheathing material 15/32'' wood panel Structural I 3 -ply plywood sheathing Fastener type 10d Common nails at 6" centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels Nominal unit shear capacity V n =min(2435,950×0.92) =874 plf Apparent shear wall shear stiffness G a=16 kips/in Adjustments for Unblocked wood structural panel Unblocked shear wall adjust.factor Cub1 = 1 Loading details Dead load acting on top of panel DL = 25.2 lb/ft Floor live load acting on top of panel LL = 28 lb/ft Roof live load acting on top of panel Lr = 22.4 lb/ft Self weight of panel Swt = 16 lb/ft 2 In plane wind load acting at head of panel WL = 1184 lbs Snow load acting on top of panel SL = 0 lb/ft Rain load acting on top of panel RL = 0 lb/ft Wind load serviceability factor F Wserv= 0.45 In plane seismic load acting at head of panel Eq = 1411 lbs Design spectral response accel. par., short periods S DS =1.069 Page 55 of 290 Deflection amplification factor Cdδ = 4 Seismic importance factor Ie = 1 Chord forces from shear walls above Chord WL(lb) Eq(lb) DLC.(lb) DLT.(lb) LL(lb) Lr(lb) SL(lb) RL(lb) Ch1 -376 -448 0 0 0 0 0 0 Ch2 376 448 0 0 0 0 0 0 DLC :Compressive Dead point load , DLT :Tensile Dead point load From ASCE 7-16 - cl.2.4.1 and cl. 2.4.5 Basic combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.75Lf + 0.45W + 0.75(Lr or S or R) Load combination no.4 D + 0.75Lf + 0.525E + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor – Table 2.3.2 CD=1.6 Size factor for tension – Table 4A CFt=1.5 Size factor for compression – Table 4A CFc=1.15 Wet service factor for tension – Table 4A CMt=1 Wet service factor for compression – Table 4A CMc=1 Wet service factor for modulus of elasticity – Table 4A CME=1 Temperature factor for tension – Table 2.3.3 Ctt=1 Temperature factor for compression – Table 2.3.3 Ctc=1 Temperature factor for modulus of elasticity – Table 2.3.3 CtE=1 Incising factor – cl.4.3.8 C i=1 Buckling stiffness factor – cl.4.4.2 CT=1 Bearing area factor - cl. 3.10.4 C b=1 For sawn lumber c=0.8 Adjusted modulus of elasticity E min' = Emin× CME× CtE× Ci× CT=580000 psi Critical buckling design value F cE = 0.822×Emin' /(H/d)2= 633.714 psi Reference compression design value F c' = Fc× CD× CMc× Ctc× CFc× Ci=2484 psi Column stability factor – eqn.3.7-1 Cp = (1+(FcE/Fc'))/(2×c)-√([(1+(FcE/Fc'))/(2×c)]2-(FcE/Fc')/c)= 0.24 From SDPWS Table 4.3.3 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length B = 18.2 ft Page 56 of 290 Shear wall height H = 8 ft Length (ft) Type H/B Concept 6.6 Wall 1.21 Shear Wall 2 Opening 9.6 Wall 0.83 Shear Wall Shear capacity adjustment factor – cl.4.3.5.6 Sum of perforated shear wall segment lengths ∑bi=6.6+9.6=16.2 ft Total area of wall Awall=18.2×8=145.6 ft 2 Total full height sheathed area A fhs=6.6×8+9.6×8=129.6 ft2 Shear capacity adjustment factor (eqn. 4.3 -6) Co = min(Awall/(3×Ao + Afhs), 1.0)= 0.854 Perforated shear wall capacity Maximum shear force under wind loading V w_max=0.6×WL/1000 =0.71 Kips Shear capacity for wind loading V w=(Vn×Co×∑bi/2000) =6.046 Kips ratio V w-max / Vw =0.117 PASS - Shear capacity for wind load exceeds maximum shear force Maximum shear force under seismic loading V s_max=0.7×Eq/1000 =0.988 Kips Shear capacity for seismic loading V s=(Vn×Co×∑bi/(2.8×1000)) =4.318 Kips ratio V s_max / Vs =0.229 PASS - Shear capacity for seismic load exceeds maximum shear force Chord capacity for chord1 Load Combination : 0.6DL - 0.7EQ Maximum tensile force in chord T=256.911 lbs Maximum applied tensile stress f t=T/Aen=25.533 lb/in2 Design tensile stress F t'=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 Ratio25.53/1380=0.02 PASS - Design tensile stress exceeds maximum applied tensile stress Load Combination : DL + 0.7EQ Maximum compressive force in chord P=1002.158 lbs Maximum applied compressive stress f c=P/Ae=81.809 lb/in2 Design compressive stress F c'=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2Ratio81.81/596.16=0.14 PASS - Design compressive stress exceeds maximum applied compressive stress Page 57 of 290 Chord capacity for chord2 Load Combination : 0.6DL - 0.7EQ Maximum tensile force in chord T=256.911 lbs Maximum applied tensile stress f t=T/Aen=25.533 lb/in2 Design tensile stress F t'=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 Ratio25.53/1380=0.02 PASS - Design tensile stress exceeds maximum applied tensile stress Load Combination : DL + 0.7EQ Maximum compressive force in chord P=1002.158 lbs Maximum applied compressive stress f c=P/Ae=81.809 lb/in2 Design compressive stress F c'=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2Ratio81.81/596.16=0.14 PASS - Design compressive stress exceeds maximum applied compressive stress Design bearing compr. stress, bottom plate For maximum compressive force F c-perp'=Fc-perp×CMc×Ctc×Cb×Ci=625 lb/in2 Ratio81.81/625=0.13 Pass - Design bearing compr. stress, bottom plate exceeds Maximum applied compressive stress Hold down force Chord1 T1=0.257 Kips Chord2 T2=0.257 Kips Wind load deflection Design shear force V δw=FWserv×WL/1000=0.533kips Deflection limit Δ w_allow=H×12/360= 0.267 in Induced unit shear v δW=(VδW×1000/(Co×∑bi))/Cub=38.526 lb/ft Anchor tension force Tδ = max(0 ,(vδW /1000)×H- 0.6×(D + Swt×H)×B/2000 - 0.6×min((DLT-ch1)/1000,(DLT- ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 0 kips Chord compression force Cδ = max(0,(vδW/1000)×H+0.6×(DL+Swt×H)×B/2000 + 0.6×max((DLC-ch1)/1000,(DLC- ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 1.314 kips Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0 in Vertical compression at chord ∆C = (0.04 in)×Cδ×1000/(Ae×Fc -perp)= 0.007 in Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.007 in Shear wall deflection δsww =2×(vδW /12000)×((H×12)^3)/(3×(E/1000)×Ae×∑bi×12)+(vδW /12000)×H×12/(Ga)+ H×12×∆a /(∑bi×12) = 0.023 inRatio0.023/0.27=0.09 PASS - Shear wall deflection is less than deflection limit Seismic deflection Page 58 of 290 redundancy factor ρ=1.3 Design shear force V δs=(Eq/1000)/ρ= 1.085 kips Deflection limit Δ s_allow=0.025×H×12= 2.4 in Induced unit shear v δs=(Vδs×1000/(Co×∑bi))/Cub=78.425 lb/ft Anchor tension force Tδ = max(0,(v δs/1000)×H-(0.6-0.2×SDS)×(DL+ Swt×H)×B/2000 - (0.6-0.2×SDS )× min((DLT-ch1)/1000, (DLT-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 0.537 kips Chord compression force Cδ = max(0,(vδs/1000)×H+(0.6 -0.2×SDS)×(DL+Swt×H)×B/2000 + (0.6-0.2×SDS )× max((DLC-ch1)/1000, (DLC-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 1.614 kips Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0.016 in Vertical compression at chord ∆C = (0.04 in)×Cδ×1000/(Ae×Fc -perp)= 0.008 in Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.025 in Shear wall elastic deflection δswse =2×(Vδs/12000)×((H×12)^3)/(3×(E/1000)×Ae×∑bi×12)+(v δss/12000)×H×12/(Ga)+ H×12×∆a /(∑bi×12) = 0.053 in Amp. seis. deflection δsws = Cdδ×δswse /Ie = 0.212 inRatio0.212/2.4=0.09 PASS - Shear wall deflection is less than deflection limit Page 59 of 290 Collector capacity Nominal collector size 2 "x4" Dressed collector size 1.5 "x3.5" Collector seismic design force factor Fcoll=1 Maximum shear force on wall V max= max(Fcoll×Vs_max, Vw_max) =0.988kips Maximum force in collector Pcoll=0.085kips Cross-sectional area of collector Ac= 5.25 in 2 Maximum applied tensile stress ft= Pcoll/(1×Ac) =16.19lb/in2 Design tensile stress Ft'= Ft×CD×Ctt×CFt×Ci = 1380lb/in2 ft/Ft' =0.01 PASS - Design tensile stress exceeds maximum applied tensile stress Maximum applied compressive stress fc= Pcoll/(1×Ac) =16.19lb/in2 Column stability factor C P= 1.00 Design compressive stress Fc'=Fc×CD×CMc×Ctc×CFc×Ci×CP = 2484lb/in2 fc/Fc' =0.00651790506862971 PASS - Design compressive stress exceeds maximum applied compressive stress Page 60 of 290 Sazan Project: 922 Job Ref. 1 Shear Wall: LINE 10 Sheet no./rev R1 Calc. by Sazan Inc Date 2025-03-07 Chk'd by DR.Jalalpour Date 2025-03-07 App'd by DR.Rezaeian Date 2025-03-07 Wood shear wall design (NDS) In accordance with NDS2018 and SDPWS2021 allowable stress design and the Perforated shear wall method Design summary Item Parameter Ratio result Shear capacity for seismic loading Vs 0.08 OK Design tensile stress (Ch1) Ft' 0 OK Design compressive stress (Ch1) Fc' 0.06 OK Design tensile stress (Ch2) Ft' 0 OK Design compressive stress (Ch2) Fc' 0.06 OK bearing compr. stress, bottom plate Fc-perp' 0.05 OK Hold Down resistance HDU2 0 OK Shear wall deflection δsww 0.04 OK Panel details Structural I wood panel sheathing on One side Panel height H = 8ft Panel length B = 16.8ft Total area of wall Awall = H x B = 134.4ft 2 Total area of Opening Ao=(3.5×4)=14ft 2 Panel construction Nominal stud size 2 "x4" Dressed stud size 1.5 "x3.5" Cross-sectional area of studs As= 5.25 in 2 Stud spacing s = 16 in Nominal end post size 1x4 "x4" Dressed end post size 3.5 "x3.5" Cross-sectional area of end posts Ae= 12.25 in 2 Hole diameter Dia = 0.625 in Net cross-sectional area of end posts Aen= 10.062 in 2 Page 61 of 290 Effective length for chord forces Beff= 16.8 - ((1.5) * 1*3.5) / 12 - 0 / 12)=16.362 ft Service condition Dry Temperature 100 degF or less Anchor offset e=0 in Anchor Location Inside face Hold Down HDU2 Vertical anchor stiffness Ka = 34091 lb/in From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber Species, grade and size classification Douglas Fir-Larch, No.2 grade, 2'' & wider Specific gravity G = 0.5 Tension parallel to grain F t=575 lb/in2 Compression parallel to grain F c=1350 lb/in2 Compression perpendicular to grain F c_perp=625 lb/in2 Modulus of elasticity E=1600000 lb/in 2 Minimum modulus of elasticity E min=580000 lb/in2 Sheathing details Sheathing material 15/32'' wood panel Structural I 3 -ply plywood sheathing Fastener type 10d Common nails at 6" centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels Nominal unit shear capacity V n =min(2435,950×0.92) =874 plf Apparent shear wall shear stiffness G a=16 kips/in Adjustments for Unblocked wood structural panel Unblocked shear wall adjust.factor Cub1 = 1 Loading details Dead load acting on top of panel DL = 25.2 lb/ft Floor live load acting on top of panel LL = 28 lb/ft Roof live load acting on top of panel Lr = 7.7 lb/ft Self weight of panel Swt = 16 lb/ft 2 In plane wind load acting at head of panel WL = 344 lbs Snow load acting on top of panel SL = 0 lb/ft Rain load acting on top of panel RL = 0 lb/ft Wind load serviceability factor F Wserv= 0.45 In plane seismic load acting at head of panel Eq = 410 lbs Design spectral response accel. par., short periods S DS =1.069 Page 62 of 290 Deflection amplification factor Cdδ = 4 Seismic importance factor Ie = 1 Chord forces from shear walls above Chord WL(lb) Eq(lb) DLC.(lb) DLT.(lb) LL(lb) Lr(lb) SL(lb) RL(lb) Ch1 -117 -139 0 0 0 0 0 0 Ch2 117 139 0 0 0 0 0 0 DLC :Compressive Dead point load , DLT :Tensile Dead point load From ASCE 7-16 - cl.2.4.1 and cl. 2.4.5 Basic combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.75Lf + 0.45W + 0.75(Lr or S or R) Load combination no.4 D + 0.75Lf + 0.525E + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor – Table 2.3.2 CD=1.6 Size factor for tension – Table 4A CFt=1.5 Size factor for compression – Table 4A CFc=1.15 Wet service factor for tension – Table 4A CMt=1 Wet service factor for compression – Table 4A CMc=1 Wet service factor for modulus of elasticity – Table 4A CME=1 Temperature factor for tension – Table 2.3.3 Ctt=1 Temperature factor for compression – Table 2.3.3 Ctc=1 Temperature factor for modulus of elasticity – Table 2.3.3 CtE=1 Incising factor – cl.4.3.8 C i=1 Buckling stiffness factor – cl.4.4.2 CT=1 Bearing area factor - cl. 3.10.4 C b=1 For sawn lumber c=0.8 Adjusted modulus of elasticity E min' = Emin× CME× CtE× Ci× CT=580000 psi Critical buckling design value F cE = 0.822×Emin' /(H/d)2= 633.714 psi Reference compression design value F c' = Fc× CD× CMc× Ctc× CFc× Ci=2484 psi Column stability factor – eqn.3.7-1 Cp = (1+(FcE/Fc'))/(2×c)-√([(1+(FcE/Fc'))/(2×c)]2-(FcE/Fc')/c)= 0.24 From SDPWS Table 4.3.3 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length B = 16.8 ft Page 63 of 290 Shear wall height H = 8 ft Length (ft) Type H/B Concept 5.5 Wall 1.45 Shear Wall 4 Opening 7.3 Wall 1.1 Shear Wall Shear capacity adjustment factor – cl.4.3.5.6 Sum of perforated shear wall segment lengths ∑bi=5.5+7.3=12.8 ft Total area of wall Awall=16.8×8=134.4 ft 2 Total full height sheathed area A fhs=5.5×8+7.3×8=102.4 ft2 Shear capacity adjustment factor (eqn. 4.3 -6) Co = min(Awall/(3×Ao + Afhs), 1.0)= 0.931 Perforated shear wall capacity Maximum shear force under wind loading V w_max=0.6×WL/1000 =0.206 Kips Shear capacity for wind loading V w=(Vn×Co×∑bi/2000) =5.208 Kips ratio V w-max / Vw =0.04 PASS - Shear capacity for wind load exceeds maximum shear force Maximum shear force under seismic loading V s_max=0.7×Eq/1000 =0.287 Kips Shear capacity for seismic loading V s=(Vn×Co×∑bi/(2.8×1000)) =3.72 Kips ratio V s_max / Vs =0.077 PASS - Shear capacity for seismic load exceeds maximum shear force Chord capacity for chord1 Load Combination : 0.6DL - 0.7EQ Maximum tensile force in chord T=0 lbs Maximum applied tensile stress f t=T/Aen=0 lb/in2 Design tensile stress F t'=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 Ratio0/1380=0 PASS - Design tensile stress exceeds maximum applied tensile stress Load Combination : DL + 0.7EQ Maximum compressive force in chord P=407.388 lbs Maximum applied compressive stress f c=P/Ae=33.256 lb/in2 Design compressive stress F c'=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2Ratio33.26/596.16=0.06 PASS - Design compressive stress exceeds maximum applied compressive stress Page 64 of 290 Chord capacity for chord2 Load Combination : 0.6DL - 0.7EQ Maximum tensile force in chord T=0 lbs Maximum applied tensile stress f t=T/Aen=0 lb/in2 Design tensile stress F t'=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 Ratio0/1380=0 PASS - Design tensile stress exceeds maximum applied tensile stress Load Combination : DL + 0.7EQ Maximum compressive force in chord P=407.388 lbs Maximum applied compressive stress f c=P/Ae=33.256 lb/in2 Design compressive stress F c'=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2Ratio33.26/596.16=0.06 PASS - Design compressive stress exceeds maximum applied compressive stress Design bearing compr. stress, bottom plate For maximum compressive force F c-perp'=Fc-perp×CMc×Ctc×Cb×Ci=625 lb/in2 Ratio33.26/625=0.05 Pass - Design bearing compr. stress, bottom plate exceeds Maximum applied compressive stress Hold down force Chord1 T1=0 Kips Chord2 T2=0 Kips Wind load deflection Design shear force V δw=FWserv×WL/1000=0.155kips Deflection limit Δ w_allow=H×12/360= 0.267 in Induced unit shear v δW=(VδW×1000/(Co×∑bi))/Cub=13.007 lb/ft Anchor tension force Tδ = max(0 ,(vδW /1000)×H- 0.6×(D + Swt×H)×B/2000 - 0.6×min((DLT-ch1)/1000,(DLT- ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 0 kips Chord compression force Cδ = max(0,(vδW/1000)×H+0.6×(DL+Swt×H)×B/2000 + 0.6×max((DLC-ch1)/1000,(DLC- ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 0.929 kips Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0 in Vertical compression at chord ∆C = (0.04 in)×Cδ×1000/(Ae×Fc -perp)= 0.005 in Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.005 in Shear wall deflection δsww =2×(vδW /12000)×((H×12)^3)/(3×(E/1000)×Ae×∑bi×12)+(vδW /12000)×H×12/(Ga)+ H×12×∆a /(∑bi×12) = 0.01 inRatio0.01/0.27=0.04 PASS - Shear wall deflection is less than deflection limit Seismic deflection Page 65 of 290 redundancy factor ρ=1.3 Design shear force V δs=(Eq/1000)/ρ= 0.315 kips Deflection limit Δ s_allow=0.025×H×12= 2.4 in Induced unit shear v δs=(Vδs×1000/(Co×∑bi))/Cub=26.433 lb/ft Anchor tension force Tδ = max(0,(v δs/1000)×H-(0.6-0.2×SDS)×(DL+ Swt×H)×B/2000 - (0.6-0.2×SDS )× min((DLT-ch1)/1000, (DLT-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 0 kips Chord compression force Cδ = max(0,(vδs/1000)×H+(0.6 -0.2×SDS)×(DL+Swt×H)×B/2000 + (0.6-0.2×SDS )× max((DLC-ch1)/1000, (DLC-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 0.847 kips Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0 in Vertical compression at chord ∆C = (0.04 in)×Cδ×1000/(Ae×Fc -perp)= 0.004 in Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.004 in Shear wall elastic deflection δswse =2×(Vδs/12000)×((H×12)^3)/(3×(E/1000)×Ae×∑bi×12)+(v δss/12000)×H×12/(Ga)+ H×12×∆a /(∑bi×12) = 0.016 in Amp. seis. deflection δsws = Cdδ×δswse /Ie = 0.064 inRatio0.064/2.4=0.03 PASS - Shear wall deflection is less than deflection limit Page 66 of 290 Collector capacity Nominal collector size 2 "x4" Dressed collector size 1.5 "x3.5" Collector seismic design force factor Fcoll=1 Maximum shear force on wall V max= max(Fcoll×Vs_max, Vw_max) =0.287kips Maximum force in collector Pcoll=0.055kips Cross-sectional area of collector Ac= 5.25 in 2 Maximum applied tensile stress ft= Pcoll/(1×Ac) =10.48lb/in2 Design tensile stress Ft'= Ft×CD×Ctt×CFt×Ci = 1380lb/in2 ft/Ft' =0.01 PASS - Design tensile stress exceeds maximum applied tensile stress Maximum applied compressive stress fc= Pcoll/(1×Ac) =10.48lb/in2 Column stability factor C P= 1.00 Design compressive stress Fc'=Fc×CD×CMc×Ctc×CFc×Ci×CP = 2484lb/in2 fc/Fc' =0.00421746798558393 PASS - Design compressive stress exceeds maximum applied compressive stress Page 67 of 290 Sazan Project: 922 Job Ref. 1 Shear Wall: LINE 11 Sheet no./rev R1 Calc. by Sazan Inc Date 2025-03-07 Chk'd by DR.Jalalpour Date 2025-03-07 App'd by DR.Rezaeian Date 2025-03-07 Wood shear wall design (NDS) In accordance with NDS2018 and SDPWS2021 allowable stress design and the Perforated shear wall method Design summary Item Parameter Ratio result Shear capacity for seismic loading Vs 0.51 OK Design tensile stress (Ch1) Ft' 0.17 OK Design compressive stress (Ch1) Fc' 0.41 OK Design tensile stress (Ch2) Ft' 0.17 OK Design compressive stress (Ch2) Fc' 0.41 OK bearing compr. stress, bottom plate Fc-perp' 0.39 OK Hold Down resistance HDU2 0.81 OK Amp. seis. deflection δsws 0.39 OK Panel details Structural I wood panel sheathing on One side Panel height H = 8ft Panel length B = 12.6ft Total area of wall Awall = H x B = 100.8ft 2 Total area of Opening Ao=(2.5×4)=10ft 2 Panel construction Nominal stud size 2 "x4" Dressed stud size 1.5 "x3.5" Cross-sectional area of studs As= 5.25 in 2 Stud spacing s = 16 in Nominal end post size 1x4 "x4" Dressed end post size 3.5 "x3.5" Cross-sectional area of end posts Ae= 12.25 in 2 Hole diameter Dia = 0.625 in Net cross-sectional area of end posts Aen= 10.062 in 2 Page 68 of 290 Effective length for chord forces Beff= 12.6 - ((1.5) * 1*3.5) / 12 - 0 / 12)=12.162 ft Service condition Dry Temperature 100 degF or less Anchor offset e=0 in Anchor Location Inside face Hold Down HDU2 Vertical anchor stiffness Ka = 34091 lb/in From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber Species, grade and size classification Douglas Fir-Larch, No.2 grade, 2'' & wider Specific gravity G = 0.5 Tension parallel to grain F t=575 lb/in2 Compression parallel to grain F c=1350 lb/in2 Compression perpendicular to grain F c_perp=625 lb/in2 Modulus of elasticity E=1600000 lb/in 2 Minimum modulus of elasticity E min=580000 lb/in2 Sheathing details Sheathing material 15/32'' wood panel Structural I 3 -ply plywood sheathing Fastener type 10d Common nails at 6" centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels Nominal unit shear capacity V n =min(2435,950×0.92) =874 plf Apparent shear wall shear stiffness G a=16 kips/in Adjustments for Unblocked wood structural panel Unblocked shear wall adjust.factor Cub1 = 1 Loading details Dead load acting on top of panel DL = 25.2 lb/ft Floor live load acting on top of panel LL = 28 lb/ft Roof live load acting on top of panel Lr = 7.7 lb/ft Self weight of panel Swt = 16 lb/ft 2 In plane wind load acting at head of panel WL = 1658 lbs Snow load acting on top of panel SL = 0 lb/ft Rain load acting on top of panel RL = 0 lb/ft Wind load serviceability factor F Wserv= 0.45 In plane seismic load acting at head of panel Eq = 1953 lbs Design spectral response accel. par., short periods S DS =1 Page 69 of 290 Deflection amplification factor Cdδ = 4 Seismic importance factor Ie = 1 Chord forces from shear walls above Chord WL(lb) Eq(lb) DLC.(lb) DLT.(lb) LL(lb) Lr(lb) SL(lb) RL(lb) Ch1 -1906 -2273 0 0 0 0 0 0 Ch2 1906 2273 0 0 0 0 0 0 DLC :Compressive Dead point load , DLT :Tensile Dead point load From ASCE 7-16 - cl.2.4.1 and cl. 2.4.5 Basic combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.75Lf + 0.45W + 0.75(Lr or S or R) Load combination no.4 D + 0.75Lf + 0.525E + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor – Table 2.3.2 CD=1.6 Size factor for tension – Table 4A CFt=1.5 Size factor for compression – Table 4A CFc=1.15 Wet service factor for tension – Table 4A CMt=1 Wet service factor for compression – Table 4A CMc=1 Wet service factor for modulus of elasticity – Table 4A CME=1 Temperature factor for tension – Table 2.3.3 Ctt=1 Temperature factor for compression – Table 2.3.3 Ctc=1 Temperature factor for modulus of elasticity – Table 2.3.3 CtE=1 Incising factor – cl.4.3.8 C i=1 Buckling stiffness factor – cl.4.4.2 CT=1 Bearing area factor - cl. 3.10.4 C b=1 For sawn lumber c=0.8 Adjusted modulus of elasticity E min' = Emin× CME× CtE× Ci× CT=580000 psi Critical buckling design value F cE = 0.822×Emin' /(H/d)2= 633.714 psi Reference compression design value F c' = Fc× CD× CMc× Ctc× CFc× Ci=2484 psi Column stability factor – eqn.3.7-1 Cp = (1+(FcE/Fc'))/(2×c)-√([(1+(FcE/Fc'))/(2×c)]2-(FcE/Fc')/c)= 0.24 From SDPWS Table 4.3.3 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length B = 12.6 ft Page 70 of 290 Shear wall height H = 8 ft Length (ft) Type H/B Concept 4.3 Wall 1.86 Shear Wall 4 Opening 4.3 Wall 1.86 Shear Wall Shear capacity adjustment factor – cl.4.3.5.6 Sum of perforated shear wall segment lengths ∑bi=4.3+4.3=8.6 ft Total area of wall Awall=12.6×8=100.8 ft 2 Total full height sheathed area A fhs=4.3×8+4.3×8=68.8 ft2 Shear capacity adjustment factor (eqn. 4.3 -6) Co = min(Awall/(3×Ao + Afhs), 1.0)= 1 Perforated shear wall capacity Maximum shear force under wind loading V w_max=0.6×WL/1000 =0.995 Kips Shear capacity for wind loading V w=(Vn×Co×∑bi/2000) =3.758 Kips ratio V w-max / Vw =0.265 PASS - Shear capacity for wind load exceeds maximum shear force Maximum shear force under seismic loading V s_max=0.7×Eq/1000 =1.367 Kips Shear capacity for seismic loading V s=(Vn×Co×∑bi/(2.8×1000)) =2.684 Kips ratio V s_max / Vs =0.509 PASS - Shear capacity for seismic load exceeds maximum shear force Chord capacity for chord1 Load Combination : 0.6DL - 0.7EQ Maximum tensile force in chord T=2418.847 lbs Maximum applied tensile stress f t=T/Aen=240.394 lb/in2 Design tensile stress F t'=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 Ratio240.39/1380=0.17 PASS - Design tensile stress exceeds maximum applied tensile stress Load Combination : DL + 0.7EQ Maximum compressive force in chord P=2979.253 lbs Maximum applied compressive stress f c=P/Ae=243.204 lb/in2 Design compressive stress F c'=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2Ratio243.2/596.16=0.41 PASS - Design compressive stress exceeds maximum applied compressive stress Page 71 of 290 Chord capacity for chord2 Load Combination : 0.6DL - 0.7EQ Maximum tensile force in chord T=2418.847 lbs Maximum applied tensile stress f t=T/Aen=240.394 lb/in2 Design tensile stress F t'=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 Ratio240.39/1380=0.17 PASS - Design tensile stress exceeds maximum applied tensile stress Load Combination : DL + 0.7EQ Maximum compressive force in chord P=2979.253 lbs Maximum applied compressive stress f c=P/Ae=243.204 lb/in2 Design compressive stress F c'=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2Ratio243.2/596.16=0.41 PASS - Design compressive stress exceeds maximum applied compressive stress Design bearing compr. stress, bottom plate For maximum compressive force F c-perp'=Fc-perp×CMc×Ctc×Cb×Ci=625 lb/in2 Ratio243.2/625=0.39 Pass - Design bearing compr. stress, bottom plate exceeds Maximum applied compressive stress Hold down force Chord1 T1=2.419 Kips Chord2 T2=2.419 Kips Wind load deflection Design shear force V δw=FWserv×WL/1000=0.746kips Deflection limit Δ w_allow=H×12/360= 0.267 in Induced unit shear v δW=(VδW×1000/(Co×∑bi))/Cub=86.744 lb/ft Anchor tension force Tδ = max(0 ,(vδW /1000)×H- 0.6×(D + Swt×H)×B/2000 - 0.6×min((DLT-ch1)/1000,(DLT- ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 0.973 kips Chord compression force Cδ = max(0,(vδW/1000)×H+0.6×(DL+Swt×H)×B/2000 + 0.6×max((DLC-ch1)/1000,(DLC- ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 2.131 kips Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0.029 in Vertical compression at chord ∆C = (0.04 in)×Cδ×1000/(Ae×Fc -perp)= 0.011 in Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.041 in Shear wall deflection δsww =2×(vδW /12000)×((H×12)^3)/(3×(E/1000)×Ae×∑bi×12)+(vδW /12000)×H×12/(Ga)+ H×12×∆a /(∑bi×12) = 0.084 inRatio0.084/0.27=0.31 PASS - Shear wall deflection is less than deflection limit Seismic deflection Page 72 of 290 redundancy factor ρ=1.069 Design shear force V δs=(Eq/1000)/ρ= 1.827 kips Deflection limit Δ s_allow=0.025×H×12= 2.4 in Induced unit shear v δs=(Vδs×1000/(Co×∑bi))/Cub=212.442 lb/ft Anchor tension force Tδ = max(0,(v δs/1000)×H-(0.6-0.2×SDS)×(DL+ Swt×H)×B/2000 - (0.6-0.2×SDS )× min((DLT-ch1)/1000, (DLT-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 3.586 kips Chord compression force Cδ = max(0,(vδs/1000)×H+(0.6 -0.2×SDS)×(DL+Swt×H)×B/2000 + (0.6-0.2×SDS )× max((DLC-ch1)/1000, (DLC-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 4.359 kips Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0.105 in Vertical compression at chord ∆C = (0.04 in)×Cδ×1000/(Ae×Fc -perp)= 0.023 in Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.133 in Shear wall elastic deflection δswse =2×(Vδs/12000)×((H×12)^3)/(3×(E/1000)×Ae×∑bi×12)+(v δss/12000)×H×12/(Ga)+ H×12×∆a /(∑bi×12) = 0.235 in Amp. seis. deflection δsws = Cdδ×δswse /Ie = 0.94 inRatio0.94/2.4=0.39 PASS - Shear wall deflection is less than deflection limit Page 73 of 290 Collector capacity Nominal collector size 2 "x4" Dressed collector size 1.5 "x3.5" Collector seismic design force factor Fcoll=1 Maximum shear force on wall V max= max(Fcoll×Vs_max, Vw_max) =1.367kips Maximum force in collector Pcoll=0.318kips Cross-sectional area of collector Ac= 5.25 in 2 Maximum applied tensile stress ft= Pcoll/(1×Ac) =60.57lb/in2 Design tensile stress Ft'= Ft×CD×Ctt×CFt×Ci = 1380lb/in2 ft/Ft' =0.04 PASS - Design tensile stress exceeds maximum applied tensile stress Maximum applied compressive stress fc= Pcoll/(1×Ac) =60.57lb/in2 Column stability factor C P= 1.00 Design compressive stress Fc'=Fc×CD×CMc×Ctc×CFc×Ci×CP = 2484lb/in2 fc/Fc' =0.0243846330802853 PASS - Design compressive stress exceeds maximum applied compressive stress Page 74 of 290 Sazan Project: 922 Job Ref. 1 Shear Wall: LINE B Sheet no./rev R1 Calc. by Sazan Inc Date 2025-03-07 Chk'd by DR.Jalalpour Date 2025-03-07 App'd by DR.Rezaeian Date 2025-03-07 Wood shear wall design (NDS) In accordance with NDS2018 and SDPWS2021 allowable stress design and the Perforated shear wall method Design summary Item Parameter Ratio result Shear capacity for seismic loading Vs 0.23 OK Design tensile stress (Ch1) Ft' 0 OK Design compressive stress (Ch1) Fc' 0.14 OK Design tensile stress (Ch2) Ft' 0 OK Design compressive stress (Ch2) Fc' 0.14 OK bearing compr. stress, bottom plate Fc-perp' 0.13 OK Hold Down resistance HDU2 0 OK Amp. seis. deflection δsws 0.08 OK Panel details Structural I wood panel sheathing on One side Panel height H = 8ft Panel length B = 30.8ft Total area of wall Awall = H x B = 246.4ft 2 Total area of Opening Ao=(3.5×5+4×2)=25.5ft 2 Panel construction Nominal stud size 2 "x4" Dressed stud size 1.5 "x3.5" Cross-sectional area of studs As= 5.25 in 2 Stud spacing s = 16 in Nominal end post size 1x4 "x4" Dressed end post size 3.5 "x3.5" Cross-sectional area of end posts Ae= 12.25 in 2 Hole diameter Dia = 0.625 in Net cross-sectional area of end posts Aen= 10.062 in 2 Page 75 of 290 Effective length for chord forces Beff= 30.8 - ((1.5) * 1*3.5) / 12 - 0 / 12)=30.362 ft Service condition Dry Temperature 100 degF or less Anchor offset e=0 in Anchor Location Inside face Hold Down HDU2 Vertical anchor stiffness Ka = 34091 lb/in From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber Species, grade and size classification Douglas Fir-Larch, No.2 grade, 2'' & wider Specific gravity G = 0.5 Tension parallel to grain F t=575 lb/in2 Compression parallel to grain F c=1350 lb/in2 Compression perpendicular to grain F c_perp=625 lb/in2 Modulus of elasticity E=1600000 lb/in 2 Minimum modulus of elasticity E min=580000 lb/in2 Sheathing details Sheathing material 15/32'' wood panel Structural I 3 -ply plywood sheathing Fastener type 10d Common nails at 6" centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels Nominal unit shear capacity V n =min(2435,950×0.92) =874 plf Apparent shear wall shear stiffness G a=16 kips/in Adjustments for Unblocked wood structural panel Unblocked shear wall adjust.factor Cub1 = 1 Loading details Dead load acting on top of panel DL = 41.5 lb/ft Floor live load acting on top of panel LL = 60 lb/ft Roof live load acting on top of panel Lr = 29 lb/ft Self weight of panel Swt = 16 lb/ft 2 In plane wind load acting at head of panel WL = 1491 lbs Snow load acting on top of panel SL = 0 lb/ft Rain load acting on top of panel RL = 0 lb/ft Wind load serviceability factor F Wserv= 0.45 In plane seismic load acting at head of panel Eq = 2188 lbs Design spectral response accel. par., short periods S DS =1.069 Page 76 of 290 Deflection amplification factor Cdδ = 4 Seismic importance factor Ie = 1 Chord forces from shear walls above Chord WL(lb) Eq(lb) DLC.(lb) DLT.(lb) LL(lb) Lr(lb) SL(lb) RL(lb) Ch1 -281 -412 0 0 0 0 0 0 Ch2 281 412 0 0 0 0 0 0 DLC :Compressive Dead point load , DLT :Tensile Dead point load From ASCE 7-16 - cl.2.4.1 and cl. 2.4.5 Basic combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.75Lf + 0.45W + 0.75(Lr or S or R) Load combination no.4 D + 0.75Lf + 0.525E + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor – Table 2.3.2 CD=1.6 Size factor for tension – Table 4A CFt=1.5 Size factor for compression – Table 4A CFc=1.15 Wet service factor for tension – Table 4A CMt=1 Wet service factor for compression – Table 4A CMc=1 Wet service factor for modulus of elasticity – Table 4A CME=1 Temperature factor for tension – Table 2.3.3 Ctt=1 Temperature factor for compression – Table 2.3.3 Ctc=1 Temperature factor for modulus of elasticity – Table 2.3.3 CtE=1 Incising factor – cl.4.3.8 C i=1 Buckling stiffness factor – cl.4.4.2 CT=1 Bearing area factor - cl. 3.10.4 C b=1 For sawn lumber c=0.8 Adjusted modulus of elasticity E min' = Emin× CME× CtE× Ci× CT=580000 psi Critical buckling design value F cE = 0.822×Emin' /(H/d)2= 633.714 psi Reference compression design value F c' = Fc× CD× CMc× Ctc× CFc× Ci=2484 psi Column stability factor – eqn.3.7-1 Cp = (1+(FcE/Fc'))/(2×c)-√([(1+(FcE/Fc'))/(2×c)]2-(FcE/Fc')/c)= 0.24 From SDPWS Table 4.3.3 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length B = 30.8 ft Page 77 of 290 Shear wall height H = 8 ft Length (ft) Type H/B Concept 11.7 Wall 0.68 Shear Wall 5 Opening 9.2 Wall 0.87 Shear Wall 2 Opening 2.9 Wall 2.76 Shear Wall Shear capacity adjustment factor – cl.4.3.5.6 Sum of perforated shear wall segment lengths ∑bi=11.7+9.2+2.9×(2×2.9)/8=23 ft Total area of wall Awall=30.8×8=246.4 ft 2 Total full height sheathed area A fhs=11.7×8+9.2×8+2.9×8=190.4 ft2 Shear capacity adjustment factor (eqn. 4.3 -6) Co = min(Awall/(3×Ao + Afhs), 1.0)= 0.923 Perforated shear wall capacity Maximum shear force under wind loading V w_max=0.6×WL/1000 =0.895 Kips Shear capacity for wind loading V w=(Vn×Co×∑bi/2000) =9.277 Kips ratio V w-max / Vw =0.096 PASS - Shear capacity for wind load exceeds maximum shear force Maximum shear force under seismic loading V s_max=0.7×Eq/1000 =1.532 Kips Shear capacity for seismic loading V s=(Vn×Co×∑bi/(2.8×1000)) =6.626 Kips ratio V s_max / Vs =0.231 PASS - Shear capacity for seismic load exceeds maximum shear force Chord capacity for chord1 Load Combination : 0.6DL - 0.7EQ Maximum tensile force in chord T=0 lbs Maximum applied tensile stress f t=T/Aen=0 lb/in2 Design tensile stress F t'=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 Ratio0/1380=0 PASS - Design tensile stress exceeds maximum applied tensile stress Load Combination : DL + 0.7EQ Maximum compressive force in chord P=995.484 lbs Maximum applied compressive stress f c=P/Ae=81.264 lb/in2 Page 78 of 290 Design compressive stress F c'=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2Ratio81.26/596.16=0.14 PASS - Design compressive stress exceeds maximum applied compressive stress Chord capacity for chord2 Load Combination : 0.6DL - 0.7EQ Maximum tensile force in chord T=0 lbs Maximum applied tensile stress f t=T/Aen=0 lb/in2 Design tensile stress F t'=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 Ratio0/1380=0 PASS - Design tensile stress exceeds maximum applied tensile stress Load Combination : DL + 0.7EQ Maximum compressive force in chord P=995.484 lbs Maximum applied compressive stress f c=P/Ae=81.264 lb/in2 Design compressive stress F c'=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2Ratio81.26/596.16=0.14 PASS - Design compressive stress exceeds maximum applied compressive stress Design bearing compr. stress, bottom plate For maximum compressive force F c-perp'=Fc-perp×CMc×Ctc×Cb×Ci=625 lb/in2 Ratio81.26/625=0.13 Pass - Design bearing compr. stress, bottom plate exceeds Maximum applied compressive stress Hold down force Chord1 T1=0 Kips Chord2 T2=0 Kips Wind load deflection Design shear force V δw=FWserv×WL/1000=0.671kips Deflection limit Δ w_allow=H×12/360= 0.267 in Induced unit shear v δW=(VδW×1000/(Co×∑bi))/Cub=31.608 lb/ft Anchor tension force Tδ = max(0 ,(vδW /1000)×H- 0.6×(D + Swt×H)×B/2000 - 0.6×min((DLT-ch1)/1000,(DLT- ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 0 kips Chord compression force Cδ = max(0,(vδW/1000)×H+0.6×(DL+Swt×H)×B/2000 + 0.6×max((DLC-ch1)/1000,(DLC- ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 1.945 kips Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0 in Vertical compression at chord ∆C = (0.04 in)×Cδ×1000/(Ae×Fc -perp)= 0.01 in Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.01 in Page 79 of 290 Shear wall deflection δsww =2×(vδW /12000)×((H×12)^3)/(3×(E/1000)×Ae×∑bi×12)+(vδW /12000)×H×12/(Ga)+ H×12×∆a /(∑bi×12) = 0.02 inRatio0.02/0.27=0.07 PASS - Shear wall deflection is less than deflection limit Seismic deflection redundancy factor ρ=1.3 Design shear force V δs=(Eq/1000)/ρ= 1.683 kips Deflection limit Δ s_allow=0.025×H×12= 2.4 in Induced unit shear v δs=(Vδs×1000/(Co×∑bi))/Cub=79.278 lb/ft Anchor tension force Tδ = max(0,(v δs/1000)×H-(0.6-0.2×SDS)×(DL+ Swt×H)×B/2000 - (0.6-0.2×SDS )× min((DLT-ch1)/1000, (DLT-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 0.038 kips Chord compression force Cδ = max(0,(vδs/1000)×H+(0.6 -0.2×SDS)×(DL+Swt×H)×B/2000 + (0.6-0.2×SDS )× max((DLC-ch1)/1000, (DLC-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 2.054 kips Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0.001 in Vertical compression at chord ∆C = (0.04 in)×Cδ×1000/(Ae×Fc -perp)= 0.011 in Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.012 in Shear wall elastic deflection δswse =2×(Vδs/12000)×((H×12)^3)/(3×(E/1000)×Ae×∑bi×12)+(v δss/12000)×H×12/(Ga)+ H×12×∆a /(∑bi×12) = 0.045 in Amp. seis. deflection δsws = Cdδ×δswse /Ie = 0.18 inRatio0.18/2.4=0.08 PASS - Shear wall deflection is less than deflection limit Page 80 of 290 Collector capacity Nominal collector size 2 "x4" Dressed collector size 1.5 "x3.5" Collector seismic design force factor Fcoll=1 Maximum shear force on wall V max= max(Fcoll×Vs_max, Vw_max) =1.532kips Maximum force in collector Pcoll=0.248kips Cross-sectional area of collector Ac= 5.25 in 2 Maximum applied tensile stress ft= Pcoll/(1×Ac) =47.24lb/in2 Design tensile stress Ft'= Ft×CD×Ctt×CFt×Ci = 1380lb/in2 ft/Ft' =0.03 PASS - Design tensile stress exceeds maximum applied tensile stress Maximum applied compressive stress fc= Pcoll/(1×Ac) =47.24lb/in2 Column stability factor C P= 1.00 Design compressive stress Fc'=Fc×CD×CMc×Ctc×CFc×Ci×CP = 2484lb/in2 fc/Fc' =0.0190169465531784 PASS - Design compressive stress exceeds maximum applied compressive stress Page 81 of 290 Sazan Project: 922 Job Ref. 1 Shear Wall: LINE F Sheet no./rev R1 Calc. by Sazan Inc Date 2025-03-07 Chk'd by DR.Jalalpour Date 2025-03-07 App'd by DR.Razaeian Date 2025-03-07 Wood shear wall design (NDS) In accordance with NDS2018 and SDPWS2021 allowable stress design and the segmented shear wall method Design summary Item Parameter Ratio result Shear wall aspect ratio H/B 0.34 OK Shear capacity for seismic loading Vs 0.21 OK Design tensile stress (Ch1) Ft' 0 OK Design compressive stress (Ch1) Fc' 0.48 OK Design tensile stress (Ch2) Ft' 0 OK Design compressive stress (Ch2) Fc' 0.1 OK bearing compr. stress, bottom plate Fc-perp' 0.46 OK Hold Down resistance HDU2 0 OK Shear wall deflection δsww 0.07 OK Panel details Structural I wood panel sheathing on One side Panel height H = 8ft Panel length B = 23.16ft Total area of wall A = H x B = 188ft 2 Panel construction Nominal stud size 2 "x4" Dressed stud size 1.5 "x3.5" Cross-sectional area of studs As= 5.25 in 2 Stud spacing s = 16 in Nominal end post size 1x4 "x4" Dressed end post size 3.5 "x3.5" Cross-sectional area of end posts Ae= 12.25 in 2 Hole diameter Dia = 0.625 in Net cross-sectional area of end posts Aen= 10.062 in 2 Page 82 of 290 Effective length for chord forces Beff= 23.5 - ((1.5) * 1*3.5) / 12 - 0 / 12)=23.062 ft Service condition Dry Temperature 100 degF or less Anchor offset e=0 in Anchor Location Inside face Hold Down HDU2 Vertical anchor stiffness Ka = 34091 lb/in From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber Species, grade and size classification Douglas Fir-Larch, No.2 grade, 2'' & wider Specific gravity G = 0.5 Tension parallel to grain F t=575 lb/in2 Compression parallel to grain F c=1350 lb/in2 Compression perpendicular to grain F c_perp=625 lb/in2 Modulus of elasticity E=1600000 lb/in 2 Minimum modulus of elasticity E min=580000 lb/in2 Sheathing details Sheathing material 15/32'' wood panel Structural I 3 -ply plywood sheathing Fastener type 10d Common nails at 6" centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels Nominal unit shear capacity V n =950×0.92 =874 plf Apparent shear wall shear stiffness G a=16 kips/in Adjustments for Unblocked wood structural panel Unblocked shear wall adjust.factor Cub1 = 1 Loading details Dead load acting on top of panel DL = 117 lb/ft Floor live load acting on top of panel LL = 130 lb/ft Roof live load acting on top of panel Lr = 104 lb/ft Self weight of panel Swt = 16 lb/ft 2 In plane wind load acting at head of panel WL = 1474 lbs Snow load acting on top of panel SL = 0 lb/ft Rain load acting on top of panel RL = 0 lb/ft Wind load serviceability factor F Wserv= 0.45 In plane seismic load acting at head of panel Eq = 2163 lbs Design spectral response accel. par., short periods S DS =1.069 Page 83 of 290 Deflection amplification factor Cdδ = 4 Seismic importance factor Ie = 1 Chord forces from shear walls above Chord WL(lb) Eq(lb) DLC.(lb) DLT.(lb) LL(lb) Lr(lb) SL(lb) RL(lb) Ch1 0 0 0 1810 2472 1546 0 0 Ch2 0 0 0 0 0 0 0 0 DLC :Compressive Dead point load , DLT :Tensile Dead point load From ASCE 7-16 - cl.2.4.1 and cl. 2.4.5 Basic combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.75Lf + 0.45W + 0.75(Lr or S or R) Load combination no.4 D + 0.75Lf + 0.525E + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor – Table 2.3.2 CD=1.6 Size factor for tension – Table 4A CFt=1.5 Size factor for compression – Table 4A CFc=1.15 Wet service factor for tension – Table 4A CMt=1 Wet service factor for compression – Table 4A CMc=1 Wet service factor for modulus of elasticity – Table 4A CME=1 Temperature factor for tension – Table 2.3.3 Ctt=1 Temperature factor for compression – Table 2.3.3 Ctc=1 Temperature factor for modulus of elasticity – Table 2.3.3 CtE=1 Incising factor – cl.4.3.8 Ci=1 Buckling stiffness factor – cl.4.4.2 CT=1 Bearing area factor - cl. 3.10.4 C b=1 For sawn lumber c=0.8 Adjusted modulus of elasticity E min' = Emin× CME× CtE× Ci× CT=580000 psi Critical buckling design value F cE = 0.822×Emin' /(H/d)2= 633.714 psi Reference compression design value F c' = Fc× CD× CMc× Ctc× CFc× Ci=2484 psi Column stability factor – eqn.3.7-1 Cp = (1+(FcE/Fc'))/(2×c)-√([(1+(FcE/Fc'))/(2×c)]2-(FcE/Fc')/c)= 0.24 From SDPWS Table 4.3.3 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length B = 23.5 ft Page 84 of 290 Shear wall height H = 8 ft Shear wall aspect ratio H / B = 0.34 Pass - shear wall aspect ratio is less than Maximum shear wall aspect ratio Segmented shear wall capacity Maximum shear force under wind loading V w_max=0.6×WL/1000 =0.884 Kips Shear capacity for wind loading V w=(Vn×B/2000) =10.27 Kips ratio V w-max / Vw =0.086 PASS - Shear capacity for wind load exceeds maximum shear force Maximum shear force under seismic loading V s_max=0.7×Eq/1000 =1.514 Kips Shear capacity for seismic loading V s=(Vn×B/(2.8×1000)) =7.335 Kips ratio V s_max / Vs =0.206 PASS - Shear capacity for seismic load exceeds maximum shear force Chord capacity for chord1 Load Combination : 0.6DL - 0.7EQ Maximum tensile force in chord T=0 lbs Maximum applied tensile stress f t=T/Aen=0 lb/in2 Design tensile stress F t'=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 Ratio0/1380=0 PASS - Design tensile stress exceeds maximum applied tensile stress Load Combination : DL + 0.75LL + 0.45WL + 0.75LR Maximum compressive force in chord P=3523.926 lbs Maximum applied compressive stress f c=P/Ae=287.667 lb/in2 Design compressive stress F c'=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2 Ratio287.67/596.16=0.48 PASS - Design compressive stress exceeds maximum applied compressive stress Chord capacity for chord2 Load Combination : 0.6DL - 0.7EQ Maximum tensile force in chord T=0 lbs Maximum applied tensile stress f t=T/Aen=0 lb/in2 Design tensile stress F t'=Ft×CD×CMt×Ctt×CFt×Ci=1380 lb/in2 Ratio0/1380=0 PASS - Design tensile stress exceeds maximum applied tensile stress Load Combination : DL + 0.7EQ Maximum compressive force in chord P=713.005 lbs Page 85 of 290 Maximum applied compressive stress f c=P/Ae=58.204 lb/in2 Design compressive stress F c'=Fc×CD×CMc×Ctc×CFc×Ci×Cp=596.16 lb/in2Ratio58.2/596.16=0.1 PASS - Design compressive stress exceeds maximum applied compressive stress Design bearing compr. stress, bottom plate For maximum compressive force F c-perp'=Fc-perp×CMc×Ctc×Cb×Ci=625 lb/in2 Ratio287.67/625=0.46 Pass - Design bearing compr. stress, bottom plate exceeds Maximum applied compressive stress Hold down force Chord1 T1=0 Kips Chord2 T2=0 Kips Wind load deflection Design shear force V δw=FWserv×WL/1000=0.663kips Deflection limit Δ w_allow=H×12/360= 0.267 in Induced unit shear v δW=(VδW×1000/B)/Cub=28.213 lb/ft Anchor tension force Tδ = max(0 ,(vδW /1000)×H×B/Beff- 0.6×(D + Swt×H)×B/2000 - 0.6×min((DLT- ch1)/1000,(DLT-ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 0 kips Chord compression force Cδ = max(0,(vδW/1000)×H×B/Beff+0.6×(DL+Swt×H)×B/2000 + 0.6×max((DLC- ch1)/1000,(DLC-ch2)/1000) + 0.45×max(abs(W-ch1)/1000, abs(W-ch2)/1000))= 1.957 kips Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0 in Vertical compression at chord ∆C = (0.04 in)×Cδ×1000/(Ae×Fc -perp)= 0.01 in Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.01 in Shear wall deflection δsww =2×(vδW /12000)×((H×12)^3)/(3×(E/1000)×Ae×B×12)+(vδW /12000)×H×12/(Ga)+ H×12×∆a /(B×12) = 0.018 inRatio0.018/0.27=0.07 PASS - Shear wall deflection is less than deflection limit Seismic deflection redundancy factor ρ=1.3 Design shear force V δs=(Eq/1000)/ρ= 1.664 kips Deflection limit Δ s_allow=0.025×H×12= 2.4 in Induced unit shear v δs=(Vδs×1000/B)/Cub=70.809 lb/ft Anchor tension force Tδ = max(0,(v δs/1000)×H×B/Beff-(0.6-0.2×SDS)×(DL+ Swt×H)×B/2000 -(0.6-0.2×SDS )× min((DLT-ch1)/1000, (DLT-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 0 kips Chord compression force Cδ = max(0,(vδs/1000)×H×B/Beff+(0.6 - 0.2×SDS)×(DL+Swt×H)×B/2000 + (0.6-0.2×SDS )× max((DLC-ch1)/1000, (DLC-ch2)/1000)+max(abs(Eq-ch1)/1000, abs(Eq-ch2)/1000))= 1.689 kips Page 86 of 290 Vertical elongation at anchor ∆T = Tδ×1000/Ka= 0 in Vertical compression at chord ∆C = (0.04 in)×Cδ×1000/(Ae×Fc -perp)= 0.009 in Total vertical deflection ∆a=(∆T+∆C)×(B/Beff)= 0.009 in Shear wall elastic deflection δswse =2×(Vδs/12000)×((H×12)^3)/(3×(E/1000)×Ae×B×12)+(vδss/12000)×H×12/(Ga)+ H×12×∆a /(B×12) = 0.039 in Amp. seis. deflection δsws = Cdδ×δswse /Ie = 0.156 inRatio0.156/2.4=0.06 PASS - Shear wall deflection is less than deflection limit Page 87 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 25 Appendix E : Beam and Post Design Page 88 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)31 @ 3 1/2"2813 (1.50")Passed (1%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)10 @ 10 3/4"3263 Passed (0%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)7 @ 9"2957 Passed (0%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.000 @ 3 1/2"0.031 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.000 @ 3 1/2"0.046 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Member Length : 11" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"23 27 -27 50/-3 See note ¹ 2 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"23 27 -27 50/-3 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d 2 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.25)(1.60)Comments 0 - Self Weight (PLF)3 1/2" to 1' 2 1/2"N/A 5.5 ---- 1 - Uniform (PSF)0 to 1' 6" (Front)2' 3"12.0 16.0 -16.0 RR Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RB1 2 piece(s) 2 x 8 DF No.2 Page 89 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)28 @ 3 1/2"2813 (1.50")Passed (1%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)9 @ 10 3/4"3263 Passed (0%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)6 @ 9"2957 Passed (0%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.000 @ 3 1/2"0.031 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.000 @ 3 1/2"0.046 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Member Length : 11" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"21 24 -24 45/-2 See note ¹ 2 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"21 24 -24 45/-2 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d 2 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.25)(1.60)Comments 0 - Self Weight (PLF)3 1/2" to 1' 2 1/2"N/A 5.5 ---- 1 - Uniform (PSF)0 to 1' 6" (Front)2'12.0 16.0 -16.0 RR Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RB2 2 piece(s) 2 x 8 DF No.2 Page 90 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)315 @ 12' 8"2813 (1.50")Passed (11%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)289 @ 12' 3/4"3263 Passed (9%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)1043 @ 6' 4 5/16"2957 Passed (35%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.097 @ 6' 4 15/16"0.417 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.193 @ 6' 4 15/16"0.625 Passed (L/778)--1.0 D + 1.0 Lr (All Spans) Member Length : 12' 6 3/4" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Moment capacity has been adjusted by a factor of 0.79 to account for the beam stability and/or volume/size factors. •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Column - DF 3.50"2.25"1.50"159 163 -163 322/-2 1 1/4" Rim Board 2 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"161 165 -165 326/-2 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.25)(1.60)Comments 0 - Self Weight (PLF)1 1/4" to 12' 8"N/A 5.5 ---- 1 - Uniform (PSF)0 to 12' 11 1/2" (Front)1' 4"12.0 16.0 -16.0 RR 2 - Point (lb)4' 7" (Front)N/A 23 27 -27 Linked from: (N)RB1, Support 1 3 - Point (lb)8' 5" (Front)N/A 21 24 -24 Linked from: (N)RB2, Support 1 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RB3 2 piece(s) 2 x 8 DF No.2 Page 91 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)41 @ 3 1/2"2813 (1.50")Passed (1%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)15 @ 7"1575 Passed (1%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)9 @ 9"861 Passed (1%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.000 @ 3 1/2"0.031 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.000 @ 3 1/2"0.046 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Member Length : 11" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Hanger on 3 1/2" DF beam 3.50"Hanger¹1.50"29 37 -37 66/-5 See note ¹ 2 - Hanger on 3 1/2" DF beam 3.50"Hanger¹1.50"29 37 -37 66/-5 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS24-2 2.00"N/A 4-10dx1.5 2-10d 2 - Face Mount Hanger LUS24-2 2.00"N/A 4-10dx1.5 2-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.25)(1.60)Comments 0 - Self Weight (PLF)3 1/2" to 1' 2 1/2"N/A 2.7 ---- 1 - Uniform (PSF)0 to 1' 6" (Front)3' 1"12.0 16.0 -16.0 RR Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RB4 2 piece(s) 2 x 4 DF No.2 Page 92 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)30 @ 3 1/2"2813 (1.50")Passed (1%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)0 @ 9"1782 Passed (0%)0.90 1.0 D (All Spans) Moment (Ft-lbs)7 @ 9"1843 Passed (0%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.000 @ 3 1/2"0.031 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.000 @ 3 1/2"0.046 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Member Length : 11" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"21 26 -26 47/-3 See note ¹ 2 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"21 26 -26 47/-3 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d 2 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.25)(1.60)Comments 0 - Self Weight (PLF)3 1/2" to 1' 2 1/2"N/A 4.2 ---- 1 - Uniform (PSF)0 to 1' 6" (Front)2' 2"12.0 16.0 -16.0 RR Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RB5 2 piece(s) 2 x 6 DF No.2 Page 93 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)341 @ 2"4922 (2.25")Passed (7%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)313 @ 9"2888 Passed (11%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)1200 @ 6' 7 5/16"2151 Passed (56%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.254 @ 6' 9 9/16"0.443 Passed (L/629)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.491 @ 6' 9 5/8"0.665 Passed (L/325)--1.0 D + 1.0 Lr (All Spans) Member Length : 13' 5" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Column - DF 3.50"2.25"1.50"167 177 -177 344/-6 1 1/4" Rim Board 2 - Column - DF 3.50"2.25"1.50"166 176 -176 343/-6 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.25)(1.60)Comments 0 - Self Weight (PLF)1 1/4" to 13' 6 1/4"N/A 4.9 ---- 1 - Uniform (PSF)0 to 13' 7 1/2" (Front)1' 4"12.0 16.0 -16.0 RR 2 - Point (lb)5' 1" (Front)N/A 29 37 -37 Linked from: (N)RB4, Support 1 3 - Point (lb)9' (Front)N/A 21 26 -26 Linked from: (N)RB5, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RB6 1 piece(s) 4 x 6 DF No.2 Page 94 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)18 @ 3 1/2"2813 (1.50")Passed (1%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)0 @ 9"1782 Passed (0%)0.90 1.0 D (All Spans) Moment (Ft-lbs)4 @ 9"1843 Passed (0%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.000 @ 3 1/2"0.031 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.000 @ 3 1/2"0.046 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Member Length : 11" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"14 16 -16 29/-1 See note ¹ 2 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"14 16 -16 29/-1 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d 2 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.25)(1.60)Comments 0 - Self Weight (PLF)3 1/2" to 1' 2 1/2"N/A 4.2 ---- 1 - Uniform (PSF)0 to 1' 6" (Front)1' 3 1/2"12.0 16.0 -16.0 RR Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RB7 2 piece(s) 2 x 6 DF No.2 Page 95 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)54 @ 3 1/2"2813 (1.50")Passed (2%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)0 @ 9"1782 Passed (0%)0.90 1.0 D (All Spans) Moment (Ft-lbs)12 @ 9"1843 Passed (1%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.000 @ 3 1/2"0.031 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.000 @ 3 1/2"0.046 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Member Length : 11" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"39 49 -49 88/-6 See note ¹ 2 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"39 49 -49 88/-6 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d 2 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.25)(1.60)Comments 0 - Self Weight (PLF)3 1/2" to 1' 2 1/2"N/A 4.2 ---- 1 - Uniform (PSF)0 to 1' 6" (Front)4' 1"12.0 16.0 -16.0 RR Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RB8 2 piece(s) 2 x 6 DF No.2 Page 96 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)345 @ 3 1/2"3281 (1.50")Passed (11%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)350 @ 13' 11 1/2"2888 Passed (12%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)1410 @ 8' 2"2151 Passed (66%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.330 @ 7' 5 13/16"0.475 Passed (L/518)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.641 @ 7' 5 13/16"0.712 Passed (L/267)--1.0 D + 1.0 Lr (All Spans) Member Length : 14' 3 3/4" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"173 183 -183 356/-6 See note ¹ 2 - Column - DF 3.50"2.25"1.50"185 196 -196 381/-7 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS46 2.00"N/A 4-10dx1.5 4-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.25)(1.60)Comments 0 - Self Weight (PLF)3 1/2" to 14' 7 1/4"N/A 4.9 ---- 1 - Uniform (PSF)0 to 14' 8 1/2" (Front)1' 4"12.0 16.0 -16.0 RR 2 - Point (lb)12' 1" (Front)N/A 14 16 -16 Linked from: (N)RB7, Support 1 3 - Point (lb)8' 2" (Front)N/A 39 49 -49 Linked from: (N)RB8, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RB9 1 piece(s) 4 x 6 DF No.2 Page 97 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1004 @ 2"4922 (2.25")Passed (20%)--1.0 D + 1.0 Lr (Alt Spans) Shear (lbs)767 @ 6' 6 1/4"4856 Passed (16%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)1769 @ 3' 9"5615 Passed (32%)1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (in)0.025 @ 3' 9 1/2"0.242 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in)0.045 @ 3' 9 7/16"0.364 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans) Member Length : 8' 4" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Column - DF 3.50"2.25"1.50"464 568 -587 1032/-74 1 1/4" Rim Board 2 - Column - DF 3.50"3.50"1.50"585 709 -727 1295/-85 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.25)(1.60)Comments 0 - Self Weight (PLF)1 1/4" to 8' 5 1/4"N/A 8.2 ---- 1 - Uniform (PLF)0 to 8' 5 1/4" (Front)N/A 39.0 51.8 -53.3 Linked from: (N)RR1, Support 3 2 - Uniform (PLF)0 to 8' 5 1/4" (Front)N/A 77.3 99.0 -101.3 Linked from: (N)RR2, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RB10 1 piece(s) 4 x 10 DF No.2 Page 98 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1549 @ 2"4922 (2.25")Passed (31%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)1059 @ 1' 3/4"4856 Passed (22%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)2032 @ 3' 4 3/8"5615 Passed (36%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.027 @ 3' 7 1/2"0.235 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.050 @ 3' 7 1/2"0.352 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Member Length : 7' 3 1/4" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Column - DF 3.50"2.25"1.50"736 841 -855 1577/-71 1 1/4" Rim Board 2 - Column - DF 3.50"3.50"1.50"503 601 -615 1104/-67 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.25)(1.60)Comments 0 - Self Weight (PLF)1 1/4" to 7' 4 1/2"N/A 8.2 ---- 1 - Uniform (PLF)0 to 7' 4 1/2" (Front)N/A 39.0 51.8 -53.3 Linked from: (N)RR1, Support 3 2 - Uniform (PLF)0 to 7' 4 1/2" (Front)N/A 77.3 99.0 -101.3 Linked from: (N)RR2, Support 2 3 - Point (lb)6" (Front)N/A 161 165 -165 Linked from: (N)RB3, Support 2 4 - Point (lb)1' 9" (Front)N/A 161 165 -165 Linked from: (N)RB3, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RB11 1 piece(s) 4 x 10 DF No.2 Page 99 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1518 @ 2"4922 (2.25")Passed (31%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)1254 @ 1' 3/4"4856 Passed (26%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)2341 @ 3' 3"5615 Passed (42%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.032 @ 3' 8 3/16"0.240 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.060 @ 3' 8 1/8"0.360 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Member Length : 7' 5 1/4" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Column - DF 3.50"2.25"1.50"720 826 -840 1546/-72 1 1/4" Rim Board 2 - Column - DF 3.50"3.50"1.50"540 641 -655 1181/-69 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.25)(1.60)Comments 0 - Self Weight (PLF)1 1/4" to 7' 6 1/2"N/A 8.2 ---- 1 - Uniform (PLF)0 to 7' 6 1/2" (Front)N/A 39.0 51.8 -53.3 Linked from: (N)RR1, Support 3 2 - Uniform (PLF)0 to 7' 6 1/2" (Front)N/A 77.3 99.0 -101.3 Linked from: (N)RR2, Support 2 3 - Point (lb)1' 2" (Front)N/A 161 165 -165 Linked from: (N)RB3, Support 2 4 - Point (lb)2' 4" (Front)N/A 161 165 -165 Linked from: (N)RB3, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RB12 1 piece(s) 4 x 10 DF No.2 Page 100 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)986 @ 2"4922 (2.25")Passed (20%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)722 @ 1' 3/4"4856 Passed (15%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)1706 @ 3' 8 1/4"5615 Passed (30%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.023 @ 3' 8 1/4"0.235 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.041 @ 3' 8 1/4"0.352 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Member Length : 7' 3 1/4" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Column - DF 3.50"2.25"1.50"458 556 -570 1014/-67 1 1/4" Rim Board 2 - Column - DF 3.50"3.50"1.50"459 556 -570 1015/-66 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.25)(1.60)Comments 0 - Self Weight (PLF)1 1/4" to 7' 4 1/2"N/A 8.2 ---- 1 - Uniform (PLF)0 to 7' 4 1/2" (Front)N/A 39.0 51.8 -53.3 Linked from: (N)RR1, Support 3 2 - Uniform (PLF)0 to 7' 4 1/2" (Front)N/A 77.3 99.0 -101.3 Linked from: (N)RR2, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RB13 1 piece(s) 4 x 10 DF No.2 Page 101 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group] Member Reaction (lbs)1023 @ 6"7656 (3.50")Passed (13%)--1.0 D + 1.0 Lr (All Spans) [1] Shear (lbs)445 @ 6' 9"4856 Passed (9%)1.25 1.0 D + 1.0 Lr (Alt Spans) [1] Moment (Ft-lbs)934 @ 4' 8 9/16"5615 Passed (17%)1.25 1.0 D + 1.0 Lr (Alt Spans) [1] Live Load Defl. (in)0.011 @ 4' 2 11/16"0.238 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans) [1] Total Load Defl. (in)0.022 @ 4' 2 15/16"0.357 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans) [1] Member Length : 7' 9 3/4" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Column - DF 3.50"3.50"1.50"523 500 39/-522 1023 Blocking 2 - Column - DF 3.50"3.50"1.50"364 374 21/-387 738/-14 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.25)(1.60)Comments 0 - Self Weight (PLF)0 to 7' 9 3/4"N/A 8.2 ---- 1 - Tapered (PSF)0 to 7' 9 3/4" (Front)0 to 6' 4"16.0 16.0 -16.0 roof load 2 - Tapered (PSF)0 to 7' 9 3/4" (Front)0 to 3'12.0 16.0 -16.0 roof load 3 - Point (lb)0 (Front)N/A 286 281 39/-302 Linked from: (N)VB1, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RB14 1 piece(s) 4 x 10 DF No.2 Page 102 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group] Member Reaction (lbs)1264 @ 2"4922 (2.25")Passed (26%)--1.0 D + 1.0 Lr (Alt Spans) [5] Shear (lbs)1052 @ 1' 3/4"4856 Passed (22%)1.25 1.0 D + 1.0 Lr (Alt Spans) [5] Moment (Ft-lbs)3533 @ 6' 1/16"5615 Passed (63%)1.25 1.0 D + 1.0 Lr (Alt Spans) [5] Live Load Defl. (in)0.157 @ 6' 7 1/8"0.438 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans) [5] Total Load Defl. (in)0.298 @ 6' 7 1/4"0.657 Passed (L/530)--1.0 D + 1.0 Lr (Alt Spans) [5] Member Length : 14' 2 1/2" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Column - DF 3.50"2.25"1.50"601 686 147/-1 1287 1 1/4" Rim Board 2 - Column - DF 3.50"3.50"1.50"537 580 -462 1116 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.25)(1.60)Comments 0 - Self Weight (PLF)1 1/4" to 14' 3 3/4"N/A 8.2 ---- 1 - Uniform (PLF)0 to 14' 3 3/4" (Front)N/A 6.8 21.0/-9.8 25.5/-36.0 Linked from: (N)RR4, Support 3 2 - Uniform (PLF)5' 6" to 14' 3 3/4" (Front)N/A 50.3 48.0 -48.0 Linked from: (N)RR6, Support 2 3 - Uniform (PLF)0 to 5' 6" (Front)N/A 87.5 98.3 115.5 Linked from: (N)RR7, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RB15 1 piece(s) 4 x 10 DF No.2 Page 103 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2046 @ 2' 5"8177 (3.50")Passed (25%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)980 @ 3' 3 7/16"4856 Passed (20%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)2130 @ 7' 10 5/8"5615 Passed (38%)1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (in)0.043 @ 0 0.200 Passed (2L/999+)--1.0 D + 0.6 W (Alt Spans) Total Load Defl. (in)0.154 @ 8' 2 1/4"0.620 Passed (L/964)--1.0 D + 1.0 Lr (Alt Spans) Member Length : 15' 3 3/16" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 4.5/12 •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (0.2") and TL (2L/240). •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Column - DF 3.50"3.50"1.50"1085 961 -961 2046 Blocking 2 - Hanger on 9 1/4" DF beam 3.50"Hanger¹1.50"286 281 39/-302 567/-10 See note ¹ •Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LSSR410Z 1.88"N/A 22-16dx2.5 18-16dx2.5 •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Distributed wind loads are applied perpendicular to the slope of the member. • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.25)(1.60)Comments 0 - Self Weight (PLF)0 to 14' 1/4"N/A 8.2 ---- 1 - Tapered (PSF)0 to 9'11' to 3'16.0 16.0 -16.0 ROOF LOAD 2 - Tapered (PSF)9' to 14' 3 3/4"5' to 0 12.0 16.0 -16.0 ROOF LOAD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)VB1 1 piece(s) 4 x 10 DF No.2 Page 104 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 26 50 Passed (52%)---- Compression (lbs)1294 7787 Passed (17%)1.25 1.0 D + 1.0 Lr Plate Bearing (lbs)1294 7656 Passed (17%)--1.0 D + 1.0 Lr Lateral Reaction (lbs)52 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)48 2352 Passed (2%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)98 @ mid-span 1286 Passed (8%)1.60 1.0 D + 0.6 W Total Deflection (in)0.04 @ mid-span 0.25 Passed (L/2541)--1.0 D + 0.6 W Bending/Compression 0.08 1 Passed (8%)1.60 1.0 D + 0.6 W •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Member connection at both ends must be checked against an uplift of -142. •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Roof Live Wind Vertical Load Tributary Width (0.90)(1.25)(1.60)Comments 1 - Point (lb)N/A 585 709 -727 Linked from: (N)RB10, Support 2 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 1' 4"16.9 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Roof, (N)RC1 1 piece(s) 4 x 4 DF No.2 Page 105 of 290 Wall Height: 5'Member Height: 4' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 16 50 Passed (32%)---- Compression (lbs)2136 16234 Passed (13%)1.25 1.0 D + 1.0 Lr Plate Bearing (lbs)2136 7656 Passed (28%)--1.0 D + 1.0 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Member connection at both ends must be checked against an uplift of -235. •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Roof Live Wind Vertical Loads Tributary Width (0.90)(1.25)(1.60)Comments 1 - Point (lb)N/A 464 568 -587 Linked from: (N)RB10, Support 1 2 - Point (lb)N/A 503 601 -615 Linked from: (N)RB11, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Roof, (N)RC2 1 piece(s) 4 x 4 DF No.2 Page 106 of 290 Wall Height: 5'Member Height: 4' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 16 50 Passed (32%)---- Compression (lbs)2758 16234 Passed (17%)1.25 1.0 D + 1.0 Lr Plate Bearing (lbs)2758 7656 Passed (36%)--1.0 D + 1.0 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Member connection at both ends must be checked against an uplift of -234. •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Roof Live Wind Vertical Loads Tributary Width (0.90)(1.25)(1.60)Comments 1 - Point (lb)N/A 736 841 -855 Linked from: (N)RB11, Support 1 2 - Point (lb)N/A 540 641 -655 Linked from: (N)RB12, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Roof, (N)RC3 1 piece(s) 4 x 4 DF No.2 Page 107 of 290 Wall Height: 5'Member Height: 4' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 16 50 Passed (32%)---- Compression (lbs)2561 16234 Passed (16%)1.25 1.0 D + 1.0 Lr Plate Bearing (lbs)2561 7656 Passed (33%)--1.0 D + 1.0 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Member connection at both ends must be checked against an uplift of -231. •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Roof Live Wind Vertical Loads Tributary Width (0.90)(1.25)(1.60)Comments 1 - Point (lb)N/A 720 826 -840 Linked from: (N)RB12, Support 1 2 - Point (lb)N/A 459 556 -570 Linked from: (N)RB13, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Roof, (N)RC4 1 piece(s) 4 x 4 DF No.2 Page 108 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination [Load Group] Slenderness 26 50 Passed (52%)---- Compression (lbs)1752 7787 Passed (22%)1.25 1.0 D + 1.0 Lr [1] Plate Bearing (lbs)1752 7656 Passed (23%)--1.0 D + 1.0 Lr [1] Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Member connection at both ends must be checked against an uplift of -135. •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Roof Live Wind Vertical Loads Tributary Width (0.90)(1.25)(1.60)Comments 1 - Point (lb)N/A 458 556 -570 Linked from: (N)RB13, Support 1 2 - Point (lb)N/A 364 374 21/-387 Linked from: (N)RB14, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Roof, (N)RC5 1 piece(s) 4 x 4 DF No.2 Page 109 of 290 Wall Height: 5'Member Height: 4' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination [Load Group] Slenderness 16 50 Passed (32%)---- Compression (lbs)1023 16234 Passed (6%)1.25 1.0 D + 1.0 Lr [1] Plate Bearing (lbs)1023 7656 Passed (13%)--1.0 D + 1.0 Lr [1] Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Roof Live Wind Vertical Load Tributary Width (0.90)(1.25)(1.60)Comments 1 - Point (lb)N/A 523 500 39/-522 Linked from: (N)RB14, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Roof, (N)RC6 1 piece(s) 4 x 4 DF No.2 Page 110 of 290 Wall Height: 5'Member Height: 4' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination [Load Group] Slenderness 16 50 Passed (32%)---- Compression (lbs)1287 16234 Passed (8%)1.25 1.0 D + 1.0 Lr [1] Plate Bearing (lbs)1287 7656 Passed (17%)--1.0 D + 1.0 Lr [1] Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Roof Live Wind Vertical Load Tributary Width (0.90)(1.25)(1.60)Comments 1 - Point (lb)N/A 601 686 147/-1 Linked from: (N)RB15, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Roof, (N)RC7 1 piece(s) 4 x 4 DF No.2 Page 111 of 290 Wall Height: 8' 10"Member Height: 8' 5 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 29 50 Passed (58%)---- Compression (lbs)1117 6462 Passed (17%)1.25 1.0 D + 1.0 Lr Plate Bearing (lbs)1117 7656 Passed (15%)--1.0 D + 1.0 Lr Lateral Reaction (lbs)56 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)53 2352 Passed (2%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)119 @ mid-span 1286 Passed (9%)1.60 1.0 D + 0.6 W Total Deflection (in)0.05 @ mid-span 0.28 Passed (L/1886)--1.0 D + 0.6 W Bending/Compression 0.10 1 Passed (10%)1.60 1.0 D + 0.6 W •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 8' 5 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Roof Live Wind Vertical Load Tributary Width (0.90)(1.25)(1.60)Comments 1 - Point (lb)N/A 537 580 -462 Linked from: (N)RB15, Support 2 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 1' 4"16.7 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Roof, (N)RC8 1 piece(s) 4 x 4 DF No.2 Page 112 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 31 50 Passed (61%)---- Compression (lbs)322 3029 Passed (11%)1.25 1.0 D + 1.0 Lr Plate Bearing (lbs)322 6563 Passed (5%)--1.0 D + 1.0 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Member connection at both ends must be checked against an uplift of -4. •Applicable calculations are based on NDS. •The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple-member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Roof Live Wind Vertical Load Tributary Width (0.90)(1.25)(1.60)Comments 1 - Point (lb)N/A 159 163 -163 Linked from: (N)RB3, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Roof, (N)RC9 2 piece(s) 2 x 4 DF No.2 Page 113 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 31 50 Passed (61%)---- Compression (lbs)342 3029 Passed (11%)1.25 1.0 D + 1.0 Lr Plate Bearing (lbs)342 6563 Passed (5%)--1.0 D + 1.0 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Member connection at both ends must be checked against an uplift of -10. •Applicable calculations are based on NDS. •The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple-member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Roof Live Wind Vertical Load Tributary Width (0.90)(1.25)(1.60)Comments 1 - Point (lb)N/A 166 176 -176 Linked from: (N)RB6, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Roof, (N)RC10 2 piece(s) 2 x 4 DF No.2 Page 114 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 31 50 Passed (61%)---- Compression (lbs)356 3029 Passed (12%)1.25 1.0 D + 1.0 Lr Plate Bearing (lbs)356 6563 Passed (5%)--1.0 D + 1.0 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Member connection at both ends must be checked against an uplift of -10. •Applicable calculations are based on NDS. •The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple-member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Roof Live Wind Vertical Load Tributary Width (0.90)(1.25)(1.60)Comments 1 - Point (lb)N/A 173 183 -183 Linked from: (N)RB9, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Roof, (N)RC12 2 piece(s) 2 x 4 DF No.2 Page 115 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)30 @ 3 1/2"2813 (1.50")Passed (1%)--1.0 D + 1.0 L (All Spans) Shear (lbs)10 @ 10 3/4"2610 Passed (0%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)7 @ 9"2356 Passed (0%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.000 @ 3 1/2"0.031 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.000 @ 3 1/2"0.046 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Member Length : 11" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top custom unbraced length is too long and has been reset to the member length of 11" •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"13 35 48 See note ¹ 2 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"13 35 48 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)11" o/c Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d 2 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)3 1/2" to 1' 2 1/2"N/A 5.5 -- 1 - Uniform (PSF)0 to 1' 6" (Front)2' 4"6.0 20.0 CJ Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CB1 2 piece(s) 2 x 8 DF No.2 Page 116 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)27 @ 3 1/2"2813 (1.50")Passed (1%)--1.0 D + 1.0 L (All Spans) Shear (lbs)9 @ 10 3/4"2610 Passed (0%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)6 @ 9"2356 Passed (0%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.000 @ 3 1/2"0.031 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.000 @ 3 1/2"0.046 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Member Length : 11" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top custom unbraced length is too long and has been reset to the member length of 11" •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"12 31 43 See note ¹ 2 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"12 31 43 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)11" o/c Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d 2 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)3 1/2" to 1' 2 1/2"N/A 5.5 -- 1 - Uniform (PSF)0 to 1' 6" (Front)2' 1"6.0 20.0 CJ Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CB2 2 piece(s) 2 x 8 DF No.2 Page 117 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)295 @ 3 1/2"2813 (1.50")Passed (10%)--1.0 D + 1.0 L (All Spans) Shear (lbs)271 @ 10 3/4"2610 Passed (10%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)958 @ 6' 6 13/16"2238 Passed (43%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.116 @ 6' 5 7/16"0.411 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.172 @ 6' 5 7/16"0.617 Passed (L/859)--1.0 D + 1.0 L (All Spans) Member Length : 12' 4 3/4" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"99 207 305 See note ¹ 2 - Column - DF 3.50"2.25"1.50"97 201 297 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' o/c Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)3 1/2" to 12' 8 1/4"N/A 5.5 -- 1 - Uniform (PSF)0 to 12' 9 1/2" (Front)1' 4"6.0 20.0 CJ 2 - Point (lb)8' (Front)N/A 13 35 Linked from: (N)CB1, Support 1 3 - Point (lb)4' 2" (Front)N/A 12 31 Linked from: (N)CB2, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CB3 2 piece(s) 2 x 8 DF No.2 Page 118 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)34 @ 3 1/2"2813 (1.50")Passed (1%)--1.0 D + 1.0 L (All Spans) Shear (lbs)0 @ 9"1782 Passed (0%)0.90 1.0 D (All Spans) Moment (Ft-lbs)8 @ 9"1470 Passed (1%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.000 @ 3 1/2"0.031 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.000 @ 3 1/2"0.046 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Member Length : 11" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top custom unbraced length is too long and has been reset to the member length of 11" •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"14 40 54 See note ¹ 2 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"14 40 54 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)11" o/c Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d 2 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)3 1/2" to 1' 2 1/2"N/A 4.2 -- 1 - Uniform (PSF)0 to 1' 6" (Front)2' 8"6.0 20.0 CJ Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CB4 2 piece(s) 2 x 6 DF No.2 Page 119 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)28 @ 3 1/2"2813 (1.50")Passed (1%)--1.0 D + 1.0 L (All Spans) Shear (lbs)0 @ 9"1782 Passed (0%)0.90 1.0 D (All Spans) Moment (Ft-lbs)6 @ 9"1470 Passed (0%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.000 @ 3 1/2"0.031 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.000 @ 3 1/2"0.046 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Member Length : 11" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top custom unbraced length is too long and has been reset to the member length of 11" •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"12 33 45 See note ¹ 2 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"12 33 45 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)11" o/c Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d 2 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)3 1/2" to 1' 2 1/2"N/A 4.2 -- 1 - Uniform (PSF)0 to 1' 6" (Front)2' 2 1/2"6.0 20.0 CJ Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CB5 2 piece(s) 2 x 6 DF No.2 Page 120 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)45 @ 3 1/2"2813 (1.50")Passed (2%)--1.0 D + 1.0 L (All Spans) Shear (lbs)0 @ 9"1782 Passed (0%)0.90 1.0 D (All Spans) Moment (Ft-lbs)10 @ 9"1470 Passed (1%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.000 @ 3 1/2"0.031 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.000 @ 3 1/2"0.046 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Member Length : 11" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top custom unbraced length is too long and has been reset to the member length of 11" •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"18 54 73 See note ¹ 2 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"18 54 73 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)11" o/c Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d 2 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)3 1/2" to 1' 2 1/2"N/A 4.2 -- 1 - Uniform (PSF)0 to 1' 6" (Front)3' 7 1/2"6.0 20.0 CJ Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CB6 2 piece(s) 2 x 6 DF No.2 Page 121 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)12 @ 3 1/2"2813 (1.50")Passed (0%)--1.0 D + 1.0 L (All Spans) Shear (lbs)0 @ 9"1782 Passed (0%)0.90 1.0 D (All Spans) Moment (Ft-lbs)3 @ 9"1470 Passed (0%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.000 @ 3 1/2"0.031 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.000 @ 3 1/2"0.046 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Member Length : 11" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top custom unbraced length is too long and has been reset to the member length of 11" •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"6 13 18 See note ¹ 2 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"6 13 18 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)11" o/c Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d 2 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)3 1/2" to 1' 2 1/2"N/A 4.2 -- 1 - Uniform (PSF)0 to 1' 6" (Front)10"6.0 20.0 CJ Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CB7 2 piece(s) 2 x 6 DF No.2 Page 122 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)311 @ 2"4219 (2.25")Passed (7%)--1.0 D + 1.0 L (All Spans) Shear (lbs)286 @ 9"1980 Passed (14%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1080 @ 6' 11 1/2"1419 Passed (76%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.354 @ 6' 9 3/16"0.440 Passed (L/447)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.508 @ 6' 9 3/16"0.660 Passed (L/312)--1.0 D + 1.0 L (All Spans) Member Length : 13' 4" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Column - DF 3.50"2.25"1.50"96 219 315 1 1/4" Rim Board 2 - Column - DF 3.50"2.25"1.50"94 215 309 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' o/c Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)1 1/4" to 13' 5 1/4"N/A 4.2 -- 1 - Uniform (PSF)0 to 13' 6 1/2" (Front)1' 4"6.0 20.0 CJ 2 - Point (lb)8' 2" (Front)N/A 14 40 Linked from: (N)CB4, Support 1 3 - Point (lb)4' 3" (Front)N/A 12 33 Linked from: (N)CB5, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CB8 2 piece(s) 2 x 6 DF No.2 Page 123 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)297 @ 3 1/2"2813 (1.50")Passed (11%)--1.0 D + 1.0 L (All Spans) Shear (lbs)279 @ 9"1980 Passed (14%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)948 @ 5' 7 3/16"1419 Passed (67%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.263 @ 6' 4 7/16"0.410 Passed (L/562)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.376 @ 6' 4 1/2"0.615 Passed (L/392)--1.0 D + 1.0 L (All Spans) Member Length : 12' 3 1/2" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"93 214 307 See note ¹ 2 - Hanger on 5 1/2" DF beam 3.50"Hanger¹1.50"85 196 281 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' o/c Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d 2 - Face Mount Hanger LUS26-2 2.00"N/A 4-10dx1.5 3-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)3 1/2" to 12' 7"N/A 4.2 -- 1 - Uniform (PSF)0 to 12' 10 1/2" (Front)1' 4"6.0 20.0 CJ 2 - Point (lb)5' 6" (Front)N/A 18 54 Linked from: (N)CB6, Support 1 3 - Point (lb)1' 8" (Front)N/A 6 13 Linked from: (N)CB7, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CB9 2 piece(s) 2 x 6 DF No.2 Page 124 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2364 @ 6' 1"3281 (1.50")Passed (72%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)2275 @ 5' 5 3/4"3806 Passed (60%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)1377 @ 5' 6"3699 Passed (37%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.017 @ 3' 6"0.197 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.034 @ 3' 5 11/16"0.296 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Member Length : 5' 11 3/4" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top custom unbraced length is too long and has been reset to the member length of 5' 11" •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories 1 - Column - DF 3.50"2.25"1.50"162 83 136 -139 327 1 1/4" Rim Board 2 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"1121 87 1246 -1271 2366/-90 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 11" o/c Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger HHUS46 3.00"N/A 14-10d 6-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 0 - Self Weight (PLF)1 1/4" to 6' 1"N/A 6.4 ------ 1 - Uniform (PSF)0 to 6' 4 1/2" (Front)1' 4"6.0 20.0 ----CJ 2 - Point (lb)5' 6" (Front)N/A 1193 --1382 -1410 Linked from: (N)RC4, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CB10 1 piece(s) 4 x 8 DF No.2 Page 125 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1425 @ 5' 9"3281 (1.50")Passed (43%)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs)1117 @ 5' 1 3/4"3806 Passed (29%)1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft-lbs)1989 @ 2' 11 1/2"3701 Passed (54%)1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Live Load Defl. (in)0.037 @ 2' 11 1/2"0.186 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in)0.063 @ 2' 11 1/2"0.279 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Member Length : 5' 7 3/4" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top custom unbraced length is too long and has been reset to the member length of 5' 7" •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories 1 - Column - DF 3.50"2.25"1.50"622 355 828 -663 1509/-24 1 1/4" Rim Board 2 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"647 370 863 -691 1572/-26 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)5' 7" o/c Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LUS48 2.00"N/A 6-16d 4-16d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 0 - Self Weight (PLF)1 1/4" to 5' 9"N/A 6.4 ------ 1 - Uniform (PSF)0 to 6' 1/2" (Front)14'12.0 --20.0 -16.0 (E)ROOF 2 - Uniform (PSF)0 to 6' 1/2" (Front)6'6.0 20.0 ----(E)CLG Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CB11 1 piece(s) 4 x 8 DF No.2 Page 126 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5184 @ 3 1/2"5184 (1.58")Passed (100%)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs)3606 @ 12' 5 3/4"11419 Passed (32%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)13856 @ 7' 7/16"26687 Passed (52%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.253 @ 6' 11 3/16"0.442 Passed (L/629)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in)0.424 @ 6' 11 3/16"0.663 Passed (L/375)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Member Length : 13' 3 3/4" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Moment capacity has been adjusted by a factor of 1 to account for the beam stability and/or volume/size factors. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories 1 - Hanger on 11 1/4" DF beam 3.50"Hanger¹1.58"2142 2288 2075 -1660 5415 See note ¹ 2 - Column - DF 3.50"2.25"1.63"2206 2271 2038 -1630 5437 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' o/c Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HHUS5.50/10 3.00"N/A 30-10d 10-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 0 - Self Weight (PLF)3 1/2" to 13' 7 1/4"N/A 18.5 ------ 1 - Uniform (PSF)0 to 2' 7" (Front)6'6.0 20.0 ----(E)CLG 2 - Uniform (PSF)0 to 13' 8 1/2" (Front)12' 6"6.0 20.0 ----(E)CLG 3 - Tapered (PSF)0 to 13' 8 1/2" (Front)0 to 6'6.0 20.0 ----(N)CJ 4 - Uniform (PSF)0 to 13' 8 1/2" (Front)15'12.0 --20.0 -16.0 (E)RR 5 - Tapered (PSF)0 to 13' 8 1/2" (Front)0 to 6' 6"6.0 ------(N)RR Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CB12 1 piece(s) 5 1/4" x 11 1/4" 2.2E Parallam® PSL Page 127 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group] Member Reaction (lbs)956 @ 2"4922 (2.25")Passed (19%)--1.0 D + 0.45 W + 0.75 L + 0.75 Lr (All Spans) [1] Shear (lbs)943 @ 10 3/4"3806 Passed (25%)1.25 1.0 D + 1.0 Lr (All Spans) [1] Moment (Ft-lbs)1259 @ 1' 6"3685 Passed (34%)1.25 1.0 D + 1.0 Lr (All Spans) [1] Live Load Defl. (in)0.045 @ 4' 4 7/8"0.307 Passed (L/999+)--1.0 D + 0.45 W + 0.75 L + 0.75 Lr (All Spans) [1] Total Load Defl. (in)0.094 @ 4' 4 5/16"0.460 Passed (L/999+)--1.0 D + 0.45 W + 0.75 L + 0.75 Lr (All Spans) [1] Member Length : 9' 4" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories 1 - Column - DF 3.50"2.25"1.50"528 127 428 33/-446 959 1 1/4" Rim Board 2 - Column - DF 3.50"2.25"1.50"146 127 72 6/-76 298 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' o/c Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 0 - Self Weight (PLF)1 1/4" to 9' 5 1/4"N/A 6.4 ------ 1 - Uniform (PSF)0 to 9' 6 1/2" (Front)1' 4"6.0 20.0 ----CJ 2 - Point (lb)1' 6" (Front)N/A 537 --500 39/-522 Linked from: (N)RC6, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CB14 1 piece(s) 4 x 8 DF No.2 Page 128 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group] Member Reaction (lbs)1574 @ 19' 9 1/2"7734 (2.25")Passed (20%)--1.0 D + 1.0 Lr (All Spans) [1] Shear (lbs)1520 @ 18' 10 1/2"7402 Passed (21%)1.25 1.0 D + 1.0 Lr (All Spans) [1] Moment (Ft-lbs)6126 @ 14' 11 5/8"11540 Passed (53%)1.25 1.0 D + 1.0 Lr (All Spans) [1] Live Load Defl. (in)0.295 @ 10' 8 13/16"0.654 Passed (L/800)--1.0 D + 1.0 Lr (All Spans) [1] Total Load Defl. (in)0.640 @ 10' 7 5/8"0.981 Passed (L/368)--1.0 D + 1.0 Lr (All Spans) [1] Member Length : 19' 9" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Moment capacity has been adjusted by a factor of 0.99 to account for the beam stability and/or volume/size factors. •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Column - DF 3.50"2.25"1.50"476 360 -213 836 1 1/4" Rim Board 2 - Column - DF 3.50"2.25"1.50"827 752 -214 1579 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' o/c Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.25)(1.60)Comments 0 - Self Weight (PLF)1 1/4" to 19' 10 1/4"N/A 13.2 ---- 1 - Uniform (PSF)0 to 19' 11 1/2" (Front)1' 4"16.0 16.0 -16.0 roof 2 - Point (lb)15' 7" (Front)N/A 615 686 147/-1 Linked from: (N)RC7, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CB15 1 piece(s) 6 x 10 DF No.1 Page 129 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1140 @ 2"4922 (2.25")Passed (23%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)970 @ 11' 11 3/4"4856 Passed (20%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)3587 @ 6' 6 1/4"5516 Passed (65%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.132 @ 6' 6 1/4"0.424 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.282 @ 6' 6 1/4"0.635 Passed (L/540)--1.0 D + 1.0 Lr (All Spans) Member Length : 12' 10" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Column - DF 3.50"2.25"1.50"615 543 -572 1158 1 1/4" Rim Board 2 - Column - DF 3.50"2.25"1.50"590 519 -547 1109 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' o/c Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.25)(1.60)Comments 0 - Self Weight (PLF)1 1/4" to 12' 11 1/4"N/A 8.2 ---- 1 - Uniform (PLF)0 to 12' 9" (Front)N/A 86.3 83.3 -87.8 Linked from: (N)RR1, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CB18 1 piece(s) 4 x 10 DF No.2 Page 130 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)331 @ 2"4922 (2.25")Passed (7%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)282 @ 1' 3/4"4856 Passed (6%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)1054 @ 6' 7 1/4"5516 Passed (19%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.036 @ 6' 7 1/4"0.429 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.085 @ 6' 7 1/4"0.644 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Member Length : 13' System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Column - DF 3.50"2.25"1.50"194 141 -141 335 1 1/4" Rim Board 2 - Column - DF 3.50"2.25"1.50"194 141 -141 335 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' o/c Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.25)(1.60)Comments 0 - Self Weight (PLF)1 1/4" to 13' 1 1/4"N/A 8.2 ---- 1 - Uniform (PSF)0 to 13' 2 1/2" (Front)1' 4"16.0 16.0 -16.0 roof load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CB19 1 piece(s) 4 x 10 DF No.2 Page 131 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 26 50 Passed (52%)---- Compression (lbs)5686 7787 Passed (73%)1.25 1.0 D + 0.75 L + 0.75 Lr Plate Bearing (lbs)5686 7656 Passed (74%)--1.0 D + 0.75 L + 0.75 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Roof Live Wind Vertical Loads Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 1 - Point (lb)N/A 97 201 ----Linked from: (N)CB3, Support 2 2 - Point (lb)N/A 2206 2271 2038 -1630 Linked from: (N)CB12, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)C1 1 piece(s) 4 x 4 DF No.2 Page 132 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 31 50 Passed (61%)---- Compression (lbs)309 2970 Passed (10%)1.00 1.0 D + 1.0 L Plate Bearing (lbs)309 6563 Passed (5%)--1.0 D + 1.0 L Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple-member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Vertical Load Tributary Width (0.90)(1.00)Comments 1 - Point (lb)N/A 94 215 Linked from: (N)CB8, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)C2 2 piece(s) 2 x 4 DF No.2 Page 133 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 31 50 Passed (61%)---- Compression (lbs)315 2970 Passed (11%)1.00 1.0 D + 1.0 L Plate Bearing (lbs)315 6563 Passed (5%)--1.0 D + 1.0 L Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple-member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Vertical Load Tributary Width (0.90)(1.00)Comments 1 - Point (lb)N/A 96 219 Linked from: (N)CB8, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)C3 2 piece(s) 2 x 4 DF No.2 Page 134 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 31 50 Passed (61%)---- Compression (lbs)298 2970 Passed (10%)1.00 1.0 D + 1.0 L Plate Bearing (lbs)298 6563 Passed (5%)--1.0 D + 1.0 L Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple-member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Vertical Load Tributary Width (0.90)(1.00)Comments 1 - Point (lb)N/A 97 201 Linked from: (N)CB3, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)C4 2 piece(s) 2 x 4 DF No.2 Page 135 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination [Load Group] Slenderness 26 50 Passed (52%)---- Compression (lbs)1726 7787 Passed (22%)1.25 1.0 D + 0.75 L + 0.75 Lr [5] Plate Bearing (lbs)1726 7656 Passed (23%)--1.0 D + 0.75 L + 0.75 Lr [5] Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Member connection at both ends must be checked against an uplift of -525. •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Roof Live Wind Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 1 - Point (lb)N/A 553 975/-315 589 323/-763 Linked from: (N)CB16, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)C5 1 piece(s) 4 x 4 DF No.2 Page 136 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination [Load Group] Slenderness 26 50 Passed (52%)---- Compression (lbs)2912 7787 Passed (37%)1.25 1.0 D + 0.75 L + 0.75 Lr [5] Plate Bearing (lbs)2912 7656 Passed (38%)--1.0 D + 0.75 L + 0.75 Lr [5] Lateral Reaction (lbs)52 ----1.60 1.0 D + 0.6 W [5] Lateral Shear (lbs)48 2352 Passed (2%)1.60 1.0 D + 0.6 W [5] Lateral Moment (ft-lbs)98 @ mid-span 1286 Passed (8%)1.60 1.0 D + 0.6 W [5] Total Deflection (in)0.04 @ mid-span 0.25 Passed (L/2541)--1.0 D + 0.6 W [5] Bending/Compression 0.17 1 Passed (17%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr [5] •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Floor Live Roof Live Wind Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 1 - Point (lb)N/A 1209 1131/-37 1139 22/-1162 Linked from: (N)CB16, Support 3 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 1' 4"16.9 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)C6 1 piece(s) 4 x 4 DF No.2 Page 137 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 26 50 Passed (52%)---- Compression (lbs)1509 7787 Passed (19%)1.25 1.0 D + 0.75 L + 0.75 Lr Plate Bearing (lbs)1509 7656 Passed (20%)--1.0 D + 0.75 L + 0.75 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Member connection at both ends must be checked against an uplift of -41. •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Roof Live Wind Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 1 - Point (lb)N/A 622 355 828 -663 Linked from: (N)CB11, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)C9 1 piece(s) 4 x 4 DF No.2 Page 138 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination [Load Group] Slenderness 26 50 Passed (52%)---- Compression (lbs)956 7787 Passed (12%)1.25 1.0 D + 1.0 Lr [1] Plate Bearing (lbs)959 7656 Passed (13%)--1.0 D + 0.45 W + 0.75 L + 0.75 Lr [1] Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Roof Live Wind Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 1 - Point (lb)N/A 528 127 428 33/-446 Linked from: (N)CB14, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)C10 1 piece(s) 4 x 4 DF No.2 Page 139 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination [Load Group] Slenderness 26 50 Passed (52%)---- Compression (lbs)295 7787 Passed (4%)1.25 1.0 D + 0.75 L + 0.75 Lr [1] Plate Bearing (lbs)298 7656 Passed (4%)--1.0 D + 0.45 W + 0.75 L + 0.75 Lr [1] Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Roof Live Wind Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 1 - Point (lb)N/A 146 127 72 6/-76 Linked from: (N)CB14, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)C11 1 piece(s) 4 x 4 DF No.2 Page 140 of 290 Wall Height: 9'Member Height: 8' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 30 50 Passed (59%)---- Compression (lbs)836 6235 Passed (13%)1.25 1.0 D + 1.0 Lr Plate Bearing (lbs)836 7656 Passed (11%)--1.0 D + 1.0 Lr Lateral Reaction (lbs)57 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)54 2352 Passed (2%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)124 @ mid-span 1286 Passed (10%)1.60 1.0 D + 0.6 W Total Deflection (in)0.06 @ mid-span 0.29 Passed (L/1783)--1.0 D + 0.6 W Bending/Compression 0.10 1 Passed (10%)1.60 1.0 D + 0.6 W •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 8' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Roof Live Wind Vertical Load Tributary Width (0.90)(1.25)(1.60)Comments 1 - Point (lb)N/A 476 360 -213 Linked from: (N)CB15, Support 1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 1' 4"16.7 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)C12 1 piece(s) 4 x 4 DF No.2 Page 141 of 290 Wall Height: 9'Member Height: 8' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 30 50 Passed (59%)---- Compression (lbs)1579 9761 Passed (16%)1.25 1.0 D + 1.0 Lr Plate Bearing (lbs)1579 12031 Passed (13%)--1.0 D + 1.0 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 8' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Roof Live Wind Vertical Load Tributary Width (0.90)(1.25)(1.60)Comments 1 - Point (lb)N/A 827 752 -214 Linked from: (N)CB15, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)C13 1 piece(s) 4 x 6 DF No.2 Page 142 of 290 Wall Height: 7' 6"Member Height: 7' 1 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 16 50 Passed (31%)---- Compression (lbs)1109 22536 Passed (5%)1.25 1.0 D + 1.0 Lr Plate Bearing (lbs)1109 18906 Passed (6%)--1.0 D + 1.0 Lr Lateral Reaction (lbs)49 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)42 5485 Passed (1%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)87 @ mid-span 2773 Passed (3%)1.60 1.0 D + 0.6 W Total Deflection (in)0.01 @ mid-span 0.24 Passed (L/15304)--1.0 D + 0.6 W Bending/Compression 0.03 1 Passed (3%)1.60 1.0 D + 0.6 W •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 1 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Roof Live Wind Vertical Load Tributary Width (0.90)(1.25)(1.60)Comments 1 - Point (lb)N/A 590 519 -547 Linked from: (N)CB18, Support 2 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 1' 4"17.1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)C14 1 piece(s) 6 x 6 DF No.2 Page 143 of 290 Wall Height: 7' 6"Member Height: 7' 1 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 16 50 Passed (31%)---- Compression (lbs)2267 22536 Passed (10%)1.25 1.0 D + 1.0 Lr Plate Bearing (lbs)2267 18906 Passed (12%)--1.0 D + 1.0 Lr Lateral Reaction (lbs)49 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)42 5485 Passed (1%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)87 @ mid-span 2773 Passed (3%)1.60 1.0 D + 0.6 W Total Deflection (in)0.01 @ mid-span 0.24 Passed (L/15304)--1.0 D + 0.6 W Bending/Compression 0.03 1 Passed (3%)1.60 1.0 D + 0.6 W •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 1 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Roof Live Wind Vertical Loads Tributary Width (0.90)(1.25)(1.60)Comments 1 - Point (lb)N/A 590 519 -547 Linked from: (N)CB18, Support 2 2 - Point (lb)N/A 615 543 -572 Linked from: (N)CB18, Support 1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 1' 4"17.1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)C15 1 piece(s) 6 x 6 DF No.2 Page 144 of 290 Wall Height: 7' 6"Member Height: 7' 1 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 16 50 Passed (31%)---- Compression (lbs)1493 22536 Passed (7%)1.25 1.0 D + 1.0 Lr Plate Bearing (lbs)1493 18906 Passed (8%)--1.0 D + 1.0 Lr Lateral Reaction (lbs)49 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)42 5485 Passed (1%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)87 @ mid-span 2773 Passed (3%)1.60 1.0 D + 0.6 W Total Deflection (in)0.01 @ mid-span 0.24 Passed (L/15304)--1.0 D + 0.6 W Bending/Compression 0.03 1 Passed (3%)1.60 1.0 D + 0.6 W •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 1 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Roof Live Wind Vertical Loads Tributary Width (0.90)(1.25)(1.60)Comments 1 - Point (lb)N/A 615 543 -572 Linked from: (N)CB18, Support 1 2 - Point (lb)N/A 194 141 -141 Linked from: (N)CB19, Support 2 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 1' 4"17.1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)C16 1 piece(s) 6 x 6 DF No.2 Page 145 of 290 Wall Height: 7' 6"Member Height: 7' 1 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 24 50 Passed (49%)---- Compression (lbs)326 8763 Passed (4%)1.25 1.0 D + 0.75 L + 0.75 Lr Plate Bearing (lbs)326 7656 Passed (4%)--1.0 D + 0.75 L + 0.75 Lr Lateral Reaction (lbs)49 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)45 2352 Passed (2%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)87 @ mid-span 1286 Passed (7%)1.60 1.0 D + 0.6 W Total Deflection (in)0.03 @ mid-span 0.24 Passed (L/3089)--1.0 D + 0.6 W Bending/Compression 0.07 1 Passed (7%)1.60 1.0 D + 0.6 W •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 1 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Floor Live Roof Live Wind Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 1 - Point (lb)N/A 162 83 136 -139 Linked from: (N)CB10, Support 1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 1' 4"17.1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)C18 1 piece(s) 4 x 4 DF No.2 Page 146 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)7467 @ 7' 3 3/4"7438 (5.00")Passed (100%)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs)2833 @ 8' 3 3/4"6428 Passed (44%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)-6485 @ 7' 3 3/4"11905 Passed (54%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.184 @ 13' 8 11/16"0.397 Passed (L/776)--1.0 D + 0.75 L + 0.75 Lr (Alt Spans) Total Load Defl. (in)0.306 @ 13' 9 5/16"0.595 Passed (L/467)--1.0 D + 0.75 L + 0.75 Lr (Alt Spans) Member Length : 19' 2" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Moment capacity has been adjusted by a factor of 0.94 to account for the beam stability and/or volume/size factors. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories 1 - Column - DF 3.50"2.25"1.50"553 975/-315 589 323/-763 1727/-126 1 1/4" Rim Board 2 - Beam - SPF 5.00"5.00"5.00"3152 2946 2807 -2807 7467 None 3 - Column - DF 3.50"2.25"1.50"1209 1131/-37 1139 22/-1162 2912 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' o/c Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 0 - Self Weight (PLF)1 1/4" to 19' 3 1/4"N/A 10.4 ------ 1 - Uniform (PSF)0 to 19' 4 1/2" (Front)6' 4"6.0 20.0 ----clg 2 - Uniform (PSF)0 to 19' 4 1/2" (Front)14'12.0 --16.0 -16.0 roof load 3 - Point (lb)2' 5" (Front)N/A 93 214 ----Linked from: (N)CB9, Support 1 4 - Point (lb)3' 7" (Front)N/A 93 214 ----Linked from: (N)CB9, Support 1 5 - Uniform (PLF)0 to 19' 4 1/2" (Front)N/A 27.8 91.5 ----Linked from: (N)CJ Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CB16 1 piece(s) 3 1/2" x 9 1/2" 2.2E Parallam® PSL Page 147 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)929 @ 10' 8"3281 (1.50")Passed (28%)--1.0 D + 1.0 L (All Spans) Shear (lbs)822 @ 10' 3/4"3045 Passed (27%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2438 @ 5' 5"2989 Passed (82%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.214 @ 5' 5"0.350 Passed (L/589)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.272 @ 5' 5"0.525 Passed (L/463)--1.0 D + 1.0 L (All Spans) Member Length : 10' 6 3/4" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Column - DF 3.50"2.25"1.50"205 753 958 1 1/4" Rim Board 2 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"208 770 979 See note ¹ Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LUS46 2.00"N/A 4-16d 4-16d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)1 1/4" to 10' 8"N/A 6.4 -- 1 - Uniform (PSF)0 to 10' 11 1/2" (Front)1'15.0 40.0 STAIR LOAD 2 - Uniform (PLF)0 to 10' 11 1/2" (Front)N/A 16.5 99.0 Linked from: (N)DJ2, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Floor, (N)DB3 1 piece(s) 4 x 8 DF No.2 Page 148 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)814 @ 4' 7 1/2"4922 (2.25")Passed (17%)--1.0 D + 1.0 L (All Spans) Shear (lbs)735 @ 3' 10 3/4"3045 Passed (24%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1286 @ 2' 10"2989 Passed (43%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.017 @ 2' 5 3/16"0.149 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.022 @ 2' 5 3/16"0.223 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Member Length : 4' 7" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Plate on concrete - DF 3.50"2.25"1.50"130 501 631 1 1/4" Rim Board 2 - Column - DF 3.50"2.25"1.50"171 652 823 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)1 1/4" to 4' 8 1/4"N/A 6.4 -- 1 - Uniform (PSF)0 to 4' 9 1/2" (Front)1' 4"10.0 60.0 DECK LOAD 2 - Point (lb)2' 10" (Front)N/A 208 770 Linked from: (N)DB3, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Floor, (N)DB4 1 piece(s) 4 x 8 DF No.2 Page 149 of 290 Post Height: 4' Design Results Actual Allowed Result LDF Load: Combination Slenderness 14 50 Passed (27%)---- Compression (lbs)958 15766 Passed (6%)1.00 1.0 D + 1.0 L Base Bearing (lbs)958 7656 Passed (13%)--1.0 D + 1.0 L Bending/Compression N/A 1 Passed (N/A)--N/A •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Base Plate Douglas Fir-Larch Max Unbraced Length Comments Full Member Length No bracing assumed. Member Type : Free Standing Post Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Vertical Load (0.90)(1.00)Comments 1 - Point (lb)205 753 Linked from: (N)DB3, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Floor, (N)DC4 1 piece(s) 4 x 4 DF No.2 Page 150 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)897 @ 2"4922 (2.25")Passed (18%)--1.0 D + 1.0 L (All Spans) Shear (lbs)637 @ 9"2310 Passed (28%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)944 @ 2' 4"1720 Passed (55%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.034 @ 2' 4"0.144 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.041 @ 2' 4"0.217 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Member Length : 4' 5 1/2" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Plate on concrete - DF 3.50"2.25"1.50"165 774 938 1 1/4" Rim Board 2 - Column - DF 3.50"2.25"1.50"165 774 938 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)1 1/4" to 4' 6 3/4"N/A 4.9 -- 1 - Uniform (PLF)0 to 4' 8" (Front)N/A 33.0 165.8 Linked from: (N)FJ3, Support 2 2 - Uniform (PLF)0 to 4' 8" (Front)N/A 33.0 165.8 Linked from: (N)FJ2, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Floor, (N)FB1 1 piece(s) 4 x 6 DF No.2 Page 151 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)897 @ 2"4922 (2.25")Passed (18%)--1.0 D + 1.0 L (All Spans) Shear (lbs)637 @ 9"2310 Passed (28%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)944 @ 2' 4"1720 Passed (55%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.034 @ 2' 4"0.144 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.041 @ 2' 4"0.217 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Member Length : 4' 5 1/2" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Column - DF 3.50"2.25"1.50"165 774 938 1 1/4" Rim Board 2 - Column - DF 3.50"2.25"1.50"165 774 938 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)1 1/4" to 4' 6 3/4"N/A 4.9 -- 1 - Uniform (PLF)0 to 4' 8" (Front)N/A 33.0 165.8 Linked from: (N)FJ3, Support 2 2 - Uniform (PLF)0 to 4' 8" (Front)N/A 33.0 165.8 Linked from: (N)FJ2, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Floor, (N)FB2 1 piece(s) 4 x 6 DF No.2 Page 152 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)986 @ 2"4922 (2.25")Passed (20%)--1.0 D + 1.0 L (All Spans) Shear (lbs)700 @ 9"2310 Passed (30%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1038 @ 2' 4"1720 Passed (60%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.037 @ 2' 4"0.144 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.045 @ 2' 4"0.217 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Member Length : 4' 5 1/2" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Plate on concrete - DF 3.50"2.25"1.50"181 851 1031 1 1/4" Rim Board 2 - Column - DF 3.50"2.25"1.50"181 851 1031 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)1 1/4" to 4' 6 3/4"N/A 4.9 -- 1 - Uniform (PLF)0 to 4' 8" (Front)N/A 33.0 165.8 Linked from: (N)FJ3, Support 2 2 - Uniform (PLF)0 to 4' 8" (Front)N/A 39.8 198.8 Linked from: (N)FJ4, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Floor, (N)FB3 1 piece(s) 4 x 6 DF No.2 Page 153 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)702 @ 2"4922 (2.25")Passed (14%)--1.0 D + 1.0 L (All Spans) Shear (lbs)490 @ 9"2310 Passed (21%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)719 @ 2' 3 5/8"1720 Passed (42%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.026 @ 2' 3 15/16"0.144 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.031 @ 2' 3 15/16"0.217 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Member Length : 4' 5 1/2" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Column - DF 3.50"2.25"1.50"132 605 737 1 1/4" Rim Board 2 - Column - DF 3.50"2.25"1.50"124 567 691 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)1 1/4" to 4' 6 3/4"N/A 4.9 -- 1 - Uniform (PLF)0 to 4' 8" (Front)N/A 33.0 165.8 Linked from: (N)FJ3, Support 2 2 - Tapered (PSF)0 to 4' 8" (Front)2' 2" to 1' 3"10.0 50.0 FLOOR LOAD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Floor, (N)FB4 1 piece(s) 4 x 6 DF No.2 Page 154 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)580 @ 2"4922 (2.25")Passed (12%)--1.0 D + 1.0 L (All Spans) Shear (lbs)403 @ 9"2310 Passed (17%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)590 @ 2' 3 9/16"1720 Passed (34%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.021 @ 2' 3 15/16"0.144 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.026 @ 2' 3 15/16"0.217 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Member Length : 4' 5 1/2" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Column - DF 3.50"2.25"1.50"110 498 608 1 1/4" Rim Board 2 - Column - DF 3.50"2.25"1.50"103 460 563 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)1 1/4" to 4' 6 3/4"N/A 4.9 -- 1 - Uniform (PLF)0 to 4' 8" (Front)N/A 33.0 165.8 Linked from: (N)FJ3, Support 2 2 - Tapered (PSF)0 to 4' 8" (Front)1' 3" to 4"10.0 50.0 FLOOR LOAD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Floor, (N)FB5 1 piece(s) 4 x 6 DF No.2 Page 155 of 290 Post Height: 4' Design Results Actual Allowed Result LDF Load: Combination Slenderness 14 50 Passed (27%)---- Compression (lbs)1878 15766 Passed (12%)1.00 1.0 D + 1.0 L Base Bearing (lbs)1878 7656 Passed (25%)--1.0 D + 1.0 L Bending/Compression N/A 1 Passed (N/A)--N/A •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Base Plate Douglas Fir-Larch Max Unbraced Length Comments Full Member Length No bracing assumed. Member Type : Free Standing Post Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Vertical Loads (0.90)(1.00)Comments 1 - Point (lb)165 774 Linked from: (N)FB1, Support 2 2 - Point (lb)165 774 Linked from: (N)FB2, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Floor, (N)FC1 1 piece(s) 4 x 4 DF No.2 Page 156 of 290 Post Height: 4' Design Results Actual Allowed Result LDF Load: Combination Slenderness 14 50 Passed (27%)---- Compression (lbs)1878 15766 Passed (12%)1.00 1.0 D + 1.0 L Base Bearing (lbs)1878 7656 Passed (25%)--1.0 D + 1.0 L Bending/Compression N/A 1 Passed (N/A)--N/A •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Base Plate Douglas Fir-Larch Max Unbraced Length Comments Full Member Length No bracing assumed. Member Type : Free Standing Post Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Vertical Loads (0.90)(1.00)Comments 1 - Point (lb)165 774 Linked from: (N)FB2, Support 1 2 - Point (lb)165 774 Linked from: (N)FB2, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Floor, (N)FC2 1 piece(s) 4 x 4 DF No.2 Page 157 of 290 Post Height: 4' Design Results Actual Allowed Result LDF Load: Combination Slenderness 14 50 Passed (27%)---- Compression (lbs)1769 15766 Passed (11%)1.00 1.0 D + 1.0 L Base Bearing (lbs)1769 7656 Passed (23%)--1.0 D + 1.0 L Bending/Compression N/A 1 Passed (N/A)--N/A •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Base Plate Douglas Fir-Larch Max Unbraced Length Comments Full Member Length No bracing assumed. Member Type : Free Standing Post Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Vertical Loads (0.90)(1.00)Comments 1 - Point (lb)181 851 Linked from: (N)FB3, Support 2 2 - Point (lb)132 605 Linked from: (N)FB4, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Floor, (N)FC3 1 piece(s) 4 x 4 DF No.2 Page 158 of 290 Post Height: 4' Design Results Actual Allowed Result LDF Load: Combination Slenderness 14 50 Passed (27%)---- Compression (lbs)1299 15766 Passed (8%)1.00 1.0 D + 1.0 L Base Bearing (lbs)1299 7656 Passed (17%)--1.0 D + 1.0 L Bending/Compression N/A 1 Passed (N/A)--N/A •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Base Plate Douglas Fir-Larch Max Unbraced Length Comments Full Member Length No bracing assumed. Member Type : Free Standing Post Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Vertical Loads (0.90)(1.00)Comments 1 - Point (lb)124 567 Linked from: (N)FB4, Support 2 2 - Point (lb)110 498 Linked from: (N)FB5, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Floor, (N)FC4 1 piece(s) 4 x 4 DF No.2 Page 159 of 290 Post Height: 4' Design Results Actual Allowed Result LDF Load: Combination Slenderness 14 50 Passed (27%)---- Compression (lbs)1108 15766 Passed (7%)1.00 1.0 D + 1.0 L Base Bearing (lbs)1108 7656 Passed (14%)--1.0 D + 1.0 L Bending/Compression N/A 1 Passed (N/A)--N/A •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Base Plate Douglas Fir-Larch Max Unbraced Length Comments Full Member Length No bracing assumed. Member Type : Free Standing Post Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Vertical Loads (0.90)(1.00)Comments 1 - Point (lb)103 460 Linked from: (N)FB5, Support 2 2 - Point (lb)100 445 Linked from: (N)FB6, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED Floor, (N)FC5 1 piece(s) 4 x 4 DF No.2 Page 160 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)11024 @ 3 1/2"12305 (3.75")Passed (90%)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs)9041 @ 1' 9"16240 Passed (56%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)33877 @ 9' 6"52432 Passed (65%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.488 @ 10' 7 7/8"0.708 Passed (L/522)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in)0.881 @ 10' 8 1/8"1.063 Passed (L/289)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Member Length : 21' 7 1/2" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Moment capacity has been adjusted by a factor of 0.97 to account for the beam stability and/or volume/size factors. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories 1 - Column - DF 5.00"3.75"3.36"4727 4418 3982 -3482 11026 1 1/4" Rim Board 2 - Beam - DF 5.00"3.75"1.80"2599 2794 1647 -1620 5930 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' o/c Bottom Edge (Lu)End Bearing Points Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CB13 1 piece(s) 5 1/4" x 16" 2.2E Parallam® PSL Page 161 of 290 • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Roof Live Wind Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 0 - Self Weight (PLF)1 1/4" to 21' 8 3/4"N/A 26.3 ------ 1 - Uniform (PSF)0 to 2' 3" (Front)1' 4"6.0 20.0 ----CLG 2 - Point (lb)14' 4" (Front)N/A 1290 --1482 -1510 Linked from: (N)RC3, Support 1 3 - Uniform (PLF)2' 3" to 21' 10" (Front)N/A 19.5 65.3 ----Linked from: (N)CJ5, Support 2 4 - Point (lb)8' 2" (Front)N/A 99 207 ----Linked from: (N)CB3, Support 1 5 - Point (lb)9' 6" (Front)N/A 99 207 ----Linked from: (N)CB3, Support 1 6 - Point (lb)14' 10" (Front)N/A 99 207 ----Linked from: (N)CB3, Support 1 7 - Point (lb)15' 11" (Front)N/A 99 207 ----Linked from: (N)CB3, Support 1 8 - Point (lb)7' 1 1/2" (Front)N/A 1121 87 1246 -1271 Linked from: (N)CB10, Support 2 9 - Point (lb)2' 3" (Front)N/A 647 370 863 -691 Linked from: (N)CB11, Support 2 10 - Point (lb)2' 3" (Front)N/A 2206 2271 2038 -1630 Linked from: (N)CB12, Support 2 11 - Uniform (PLF)2' 3" to 8' 1" (Front)N/A 27.8 91.5 ----Linked from: (N)CJ4, Support 1 12 - Uniform (PLF)8' 1" to 21' 10" (Front)N/A 39.0 129.8 ----Linked from: (N)CJ3, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Page 162 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1063 @ 2"4922 (2.25")Passed (22%)--1.0 D + 1.0 L (All Spans) Shear (lbs)859 @ 10 3/4"3045 Passed (28%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2126 @ 4' 2 3/4"2958 Passed (72%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.106 @ 4' 2 3/4"0.271 Passed (L/917)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.142 @ 4' 2 3/4"0.406 Passed (L/686)--1.0 D + 1.0 L (All Spans) Member Length : 8' 3" System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Applicable calculations are based on NDS. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Column - DF 3.50"2.25"1.50"274 815 1089 1 1/4" Rim Board 2 - Beam - DF 3.50"2.25"1.50"274 815 1089 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' o/c Bottom Edge (Lu)End Bearing Points • Side loads are assumed to not induce cross-grain tension. Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)1 1/4" to 8' 4 1/4"N/A 6.4 -- 1 - Uniform (PLF)0 to 8' 5 1/2" (Front)N/A 38.3 126.0 Linked from: (N)CJ1, Support 2 2 - Uniform (PLF)0 to 8' 5 1/2" (Front)N/A 20.3 66.8 Linked from: (N)CJ2, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CB17 1 piece(s) 4 x 8 DF No.2 Page 163 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 26 50 Passed (52%)---- Compression (lbs)1089 7551 Passed (14%)1.00 1.0 D + 1.0 L Plate Bearing (lbs)1089 7656 Passed (14%)--1.0 D + 1.0 L Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Vertical Load Tributary Width (0.90)(1.00)Comments 1 - Point (lb)N/A 274 815 Linked from: (N)CB17, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)C7 1 piece(s) 4 x 4 DF No.2 Page 164 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 26 50 Passed (52%)---- Compression (lbs)11027 12171 Passed (91%)1.25 1.0 D + 0.75 L + 0.75 Lr Plate Bearing (lbs)11027 12031 Passed (92%)--1.0 D + 0.75 L + 0.75 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •Bearing shall be on a metal plate or strap, or on other equivalently durable, rigid, homogeneous material with sufficient stiffness to distribute applied load. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Roof Live Wind Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 1 - Point (lb)N/A 4727 4418 3982 -3482 Linked from: (N)CB13, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)C8 1 piece(s) 4 x 6 DF No.2 Page 165 of 290 Wall Height: 7' 6"Member Height: 7' 1 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 24 50 Passed (49%)---- Compression (lbs)335 13682 Passed (2%)1.25 1.0 D + 1.0 Lr Plate Bearing (lbs)335 12031 Passed (3%)--1.0 D + 1.0 Lr Lateral Reaction (lbs)49 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)42 3696 Passed (1%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)87 @ mid-span 2721 Passed (3%)1.60 1.0 D + 0.6 W Total Deflection (in)0.01 @ mid-span 0.24 Passed (L/11986)--1.0 D + 0.6 W Bending/Compression 0.03 1 Passed (3%)1.60 1.0 D + 0.6 W •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 7' 1 1/2" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Roof Live Wind Vertical Load Tributary Width (0.90)(1.25)(1.60)Comments 1 - Point (lb)N/A 194 141 -141 Linked from: (N)CB19, Support 1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 1' 4"17.1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)C17 1 piece(s) 4 x 6 DF No.2 Page 166 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 26 Appendix F : Header, Jack Stud, and King Stud Design Page 167 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)368 @ 0 3281 (1.50")Passed (11%)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs)139 @ 7"2310 Passed (6%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)163 @ 1' 3/4"1717 Passed (10%)1.00 1.0 D + 1.0 L (All Spans) Vert Live Load Defl. (in)0.001 @ 1' 3/4"0.071 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Vert Total Load Defl. (in)0.002 @ 1' 3/4"0.106 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Lat Member Reaction (lbs)36 @ 2' 1 1/2"N/A Passed (N/A)1.60 1.0 D + 0.6 W Lat Shear (lbs)22 @ 5"3696 Passed (1%)1.60 1.0 D + 0.6 W Lat Moment (Ft-lbs)19 @ mid-span 1839 Passed (1%)1.60 1.0 D + 0.6 W Lat Deflection (in)0.000 @ mid-span 0.071 Passed (L/999+)--1.0 D + 0.6 W Bi-Axial Bending 0.07 1.00 Passed (7%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr Member Length : 2' 1 1/2" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Wall deflection criteria: TL (L/360) •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"174 134 125 -131 368 None 2 - Trimmer - DF 1.50"1.50"1.50"174 134 125 -131 368 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)End Bearing Points Bottom Edge (Lu)End Bearing Points Lateral Connections Supports Stud Size Stud Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2 Right 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2 Dead Floor Live Roof Live Wind Vertical Loads Location Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 0 - Self Weight (PLF)0 to 2' 1 1/2"N/A 4.9 ------ 1 - Uniform (PSF)0 to 2' 1 1/2"1' 3"16.0 ------EX.WALL LOAD 2 - Uniform (PLF)0 to 2' 1 1/2"N/A 100.5 --117.8 -123.8 Linked from: (N)RR1, Support 2 3 - Uniform (PLF)0 to 2' 1 1/2"N/A 38.3 126.0 ----Linked from: (N)CJ1, Support 1 Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 3' 3"17.6 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)HDR1 1 piece(s) 4 x 6 DF No.2 Page 168 of 290 Wall Height: 7'Member Height: 6' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 36 50 Passed (72%)---- Compression (lbs)368 1849 Passed (20%)1.25 1.0 D + 0.75 L + 0.75 Lr Plate Bearing (lbs)368 3281 Passed (11%)--1.0 D + 0.75 L + 0.75 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Roof Live Wind Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 1 - Point (lb)N/A 174 134 125 -131 Linked from: (N)HDR1, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)JHDR1 1 piece(s) 2 x 4 DF No.2 Page 169 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 2' Design Results Actual Allowed Result LDF Load: Combination Slenderness 36 50 Passed (72%)---- Compression (lbs)0 1869 Passed (0%)1.60 1.0 D + 0.6 W Plate Bearing (lbs)0 3281 Passed (0%)--1.0 D + 0.6 W Lateral Reaction (lbs)77 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)71 1008 Passed (7%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)147 @ mid-span 529 Passed (28%)1.60 1.0 D + 0.6 W Total Deflection (in)0.13 @ mid-span 0.25 Passed (L/726)--1.0 D + 0.6 W Bending/Compression 0.28 1 Passed (28%)1.60 1.0 D + 0.6 W •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Vertical Load Tributary Width (0.90)Comments 1 - Point (lb)N/A -- • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 2'16.9 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)KHDR1 1 piece(s) 2 x 4 DF No.2 Page 170 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)723 @ 0 3281 (1.50")Passed (22%)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs)558 @ 7"2888 Passed (19%)1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft-lbs)926 @ 2' 6 3/4"2137 Passed (43%)1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Vert Live Load Defl. (in)0.027 @ 2' 6 3/4"0.102 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Vert Total Load Defl. (in)0.056 @ 2' 6 3/4"0.128 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Lat Member Reaction (lbs)79 @ 5' 1 1/2"N/A Passed (N/A)1.60 1.0 D + 0.6 W Lat Shear (lbs)66 @ 5"3696 Passed (2%)1.60 1.0 D + 0.6 W Lat Moment (Ft-lbs)101 @ mid-span 1839 Passed (6%)1.60 1.0 D + 0.6 W Lat Deflection (in)0.011 @ mid-span 0.171 Passed (L/999+)--1.0 D + 0.6 W Bi-Axial Bending 0.31 1.00 Passed (31%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr Member Length : 5' 1 1/2" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/600) and TL (L/480). •Wall deflection criteria: TL (L/360) •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"371 167 302 -317 723 None 2 - Trimmer - DF 1.50"1.50"1.50"371 167 302 -317 723 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)End Bearing Points Bottom Edge (Lu)End Bearing Points Lateral Connections Supports Stud Size Stud Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2 Right 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2 Dead Floor Live Roof Live Wind Vertical Loads Location Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 0 - Self Weight (PLF)0 to 5' 1 1/2"N/A 4.9 ------ 1 - Uniform (PSF)0 to 5' 1 1/2"1' 3"16.0 ------EX.WALL LOAD 2 - Uniform (PLF)0 to 5' 1 1/2"N/A 100.5 --117.8 -123.8 Linked from: (N)RR1, Support 2 3 - Uniform (PLF)0 to 5' 1 1/2"N/A 19.5 65.3 ----Linked from: (N)CJ5, Support 1 Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 3'17.2 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)HDR2 1 piece(s) 4 x 6 DF No.2 Page 171 of 290 Wall Height: 7'Member Height: 6' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 36 50 Passed (72%)---- Compression (lbs)723 1849 Passed (39%)1.25 1.0 D + 0.75 L + 0.75 Lr Plate Bearing (lbs)723 3281 Passed (22%)--1.0 D + 0.75 L + 0.75 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Roof Live Wind Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 1 - Point (lb)N/A 371 167 302 -317 Linked from: (N)HDR2, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)JHDR2 1 piece(s) 2 x 4 DF No.2 Page 172 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 3' 6" Design Results Actual Allowed Result LDF Load: Combination Slenderness 36 50 Passed (72%)---- Compression (lbs)0 1869 Passed (0%)1.60 1.0 D + 0.6 W Plate Bearing (lbs)0 3281 Passed (0%)--1.0 D + 0.6 W Lateral Reaction (lbs)133 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)123 1008 Passed (12%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)253 @ mid-span 529 Passed (48%)1.60 1.0 D + 0.6 W Total Deflection (in)0.22 @ mid-span 0.25 Passed (L/423)--1.0 D + 0.6 W Bending/Compression 0.48 1 Passed (48%)1.60 1.0 D + 0.6 W •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Vertical Load Tributary Width (0.90)Comments 1 - Point (lb)N/A -- • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 3' 6"16.6 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)KHDR2 1 piece(s) 2 x 4 DF No.2 Page 173 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)320 @ 0 3281 (1.50")Passed (10%)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs)232 @ 7"2310 Passed (10%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)408 @ 2' 9 1/4"1712 Passed (24%)1.00 1.0 D + 1.0 L (All Spans) Vert Live Load Defl. (in)0.010 @ 2' 9 1/4"0.139 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Vert Total Load Defl. (in)0.032 @ 2' 9 1/4"0.185 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Lat Member Reaction (lbs)176 @ 5' 6 1/2"N/A Passed (N/A)1.60 1.0 D + 0.6 W Lat Shear (lbs)149 @ 5"3696 Passed (4%)1.60 1.0 D + 0.6 W Lat Moment (Ft-lbs)243 @ mid-span 1839 Passed (13%)1.60 1.0 D + 0.6 W Lat Deflection (in)0.030 @ mid-span 0.185 Passed (L/999+)--1.0 D + 0.6 W Bi-Axial Bending 0.25 1.00 Passed (25%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr Member Length : 5' 6 1/2" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/360). •Wall deflection criteria: TL (L/360) •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"220 74 59 -59 320 None 2 - Trimmer - DF 1.50"1.50"1.50"220 74 59 -59 320 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)End Bearing Points Bottom Edge (Lu)End Bearing Points Lateral Connections Supports Stud Size Stud Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2 Right 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2 Dead Floor Live Roof Live Wind Vertical Loads Location Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 0 - Self Weight (PLF)0 to 5' 6 1/2"N/A 4.9 ------ 1 - Uniform (PSF)0 to 5' 6 1/2"3' 2"16.0 ------EX.WALL LOAD 2 - Uniform (PSF)0 to 5' 6 1/2"1' 4"6.0 20.0 ----CLG LOAD 3 - Uniform (PSF)0 to 5' 6 1/2"1' 4"12.0 --16.0 -16.0 ROOF LOAD • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 6' 6"16.3 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)HDR3 1 piece(s) 4 x 6 DF No.2 Page 174 of 290 Wall Height: 7'Member Height: 6' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 36 50 Passed (72%)---- Compression (lbs)320 1849 Passed (17%)1.25 1.0 D + 0.75 L + 0.75 Lr Plate Bearing (lbs)320 3281 Passed (10%)--1.0 D + 0.75 L + 0.75 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Roof Live Wind Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 1 - Point (lb)N/A 220 74 59 -59 Linked from: (N)HDR3, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)JHDR3 1 piece(s) 2 x 4 DF No.2 Page 175 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 3' 8 1/2" Design Results Actual Allowed Result LDF Load: Combination Slenderness 36 50 Passed (72%)---- Compression (lbs)0 1869 Passed (0%)1.60 1.0 D + 0.6 W Plate Bearing (lbs)0 3281 Passed (0%)--1.0 D + 0.6 W Lateral Reaction (lbs)140 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)129 1008 Passed (13%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)267 @ mid-span 529 Passed (51%)1.60 1.0 D + 0.6 W Total Deflection (in)0.23 @ mid-span 0.25 Passed (L/401)--1.0 D + 0.6 W Bending/Compression 0.51 1 Passed (51%)1.60 1.0 D + 0.6 W •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Vertical Load Tributary Width (0.90)Comments 1 - Point (lb)N/A -- • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 3' 8 1/2"16.5 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)KHDR3 1 piece(s) 2 x 4 DF No.2 Page 176 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)7306 @ 2"7656 (3.50")Passed (95%)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs)3056 @ 1' 3/4"4856 Passed (63%)1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Moment (Ft-lbs)3104 @ 1'5544 Passed (56%)1.25 1.0 D + 0.75 L + 0.75 Lr (All Spans) Vert Live Load Defl. (in)0.020 @ 2' 8"0.116 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Vert Total Load Defl. (in)0.038 @ 2' 8 1/16"0.145 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Lat Member Reaction (lbs)129 @ 5' 11 1/2"N/A Passed (N/A)1.60 1.0 D + 0.6 W Lat Shear (lbs)111 @ 7"6216 Passed (2%)1.60 1.0 D + 0.6 W Lat Moment (Ft-lbs)187 @ mid-span 2991 Passed (6%)1.60 1.0 D + 0.6 W Lat Deflection (in)0.015 @ mid-span 0.386 Passed (L/999+)--1.0 D + 0.6 W Bi-Axial Bending 0.40 1.00 Passed (40%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr Member Length : 6' 1 1/2" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/600) and TL (L/480). •Wall deflection criteria: TL (L/180) •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories 1 - Trimmer - DF 3.50"3.50"3.34"3350 2721 2553 -2556 7306 None 2 - Trimmer - DF 3.50"3.50"1.50"358 243 263 -266 737 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)End Bearing Points Bottom Edge (Lu)End Bearing Points Lateral Connections Supports Stud Size Stud Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2 Right 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2 Dead Floor Live Roof Live Wind Vertical Loads Location Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 0 - Self Weight (PLF)0 to 6' 1 1/2"N/A 8.2 ------ 1 - Uniform (PSF)0 to 6' 1 1/2"1' 2"5.0 ------EX.WALL LOAD 2 - Uniform (PSF)0 to 6' 1 1/2"1' 4"6.0 20.0 ----CLG LOAD 3 - Point (lb)1'N/A 981 --1169 -1202 Linked from: (N)RC2, Support 1 4 - Point (lb)6"N/A 2592 2801 1647 -1620 Linked from: (N)CB13, Support 2 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)HDR4 1 piece(s) 4 x 10 DF No.2 Page 177 of 290 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 4' 6"16.5 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Page 178 of 290 Wall Height: 6' 10"Member Height: 6' 5 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 22 50 Passed (44%)---- Compression (lbs)7306 10326 Passed (71%)1.25 1.0 D + 0.75 L + 0.75 Lr Plate Bearing (lbs)7306 7656 Passed (95%)--1.0 D + 0.75 L + 0.75 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •Bearing shall be on a metal plate or strap, or on other equivalently durable, rigid, homogeneous material with sufficient stiffness to distribute applied load. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Roof Live Wind Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 1 - Point (lb)N/A 3350 2721 2553 -2556 Linked from: (N)HDR4, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)JHDR4-LEFT 1 piece(s) 4 x 4 DF No.2 Page 179 of 290 Wall Height: 6' 10"Member Height: 6' 5 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 22 50 Passed (44%)---- Compression (lbs)738 10326 Passed (7%)1.25 1.0 D + 0.75 L + 0.75 Lr Plate Bearing (lbs)738 7656 Passed (10%)--1.0 D + 0.75 L + 0.75 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Roof Live Wind Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 1 - Point (lb)N/A 358 243 263 -266 Linked from: (N)HDR4, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)JHDR4-RIGHT 1 piece(s) 4 x 4 DF No.2 Page 180 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 3' 11" Design Results Actual Allowed Result LDF Load: Combination Slenderness 36 50 Passed (72%)---- Compression (lbs)0 1869 Passed (0%)1.60 1.0 D + 0.6 W Plate Bearing (lbs)0 3281 Passed (0%)--1.0 D + 0.6 W Lateral Reaction (lbs)147 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)136 1008 Passed (14%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)281 @ mid-span 529 Passed (53%)1.60 1.0 D + 0.6 W Total Deflection (in)0.24 @ mid-span 0.51 Passed (L/381)--1.0 D + 0.6 W Bending/Compression 0.53 1 Passed (53%)1.60 1.0 D + 0.6 W •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Vertical Load Tributary Width (0.90)Comments 1 - Point (lb)N/A -- • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 3' 11"16.5 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)KHDR4 1 piece(s) 2 x 4 DF No.2 Page 181 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2222 @ 16' 1/2"10313 (3.00")Passed (22%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)2003 @ 14' 11 1/2"8960 Passed (22%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)4142 @ 8' 4 5/8"7867 Passed (53%)0.90 1.0 D (All Spans) Vert Live Load Defl. (in)0.052 @ 8' 5 5/8"0.318 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Vert Total Load Defl. (in)0.263 @ 8' 2 13/16"0.398 Passed (L/726)--1.0 D + 1.0 Lr (All Spans) Lat Member Reaction (lbs)668 @ 16' 1/2"N/A Passed (N/A)1.60 1.0 D + 0.6 W Lat Shear (lbs)619 @ 8 1/2"11469 Passed (5%)1.60 1.0 D + 0.6 W Lat Moment (Ft-lbs)2659 @ mid-span 6764 Passed (39%)1.60 1.0 D + 0.6 W Lat Deflection (in)0.409 @ mid-span 0.531 Passed (L/467)--1.0 D + 0.6 W Bi-Axial Bending 0.66 1.00 Passed (66%)1.60 1.0 D + 0.6 W Member Length : 16' 2" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/600) and TL (L/480). •Wall deflection criteria: TL (L/360) •Moment capacity has been adjusted by a factor of 0.99 to account for the beam stability and/or volume/size factors. •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Trimmer - DF 3.00"3.00"1.50"1018 210 -203 1228 None 2 - Trimmer - DF 3.00"3.00"1.50"1507 714 -604 2222 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)End Bearing Points Bottom Edge (Lu)End Bearing Points Lateral Connections Supports Stud Size Stud Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir-Larch Nails 10d (0.128" x 3") (End)7 Right 2X Douglas Fir-Larch Nails 10d (0.128" x 3") (End)7 Dead Roof Live Wind Vertical Loads Location Tributary Width (0.90)(1.25)(1.60)Comments 0 - Self Weight (PLF)0 to 16' 2"N/A 16.0 ---- 1 - Uniform (PSF)0 to 16' 2"6'14.0 ----EX.WALL LOAD 2 - Uniform (PSF)0 to 16' 2"1' 4"16.0 16.0 -16.0 ROOF LOAD 3 - Point (lb)15'N/A 563 580 -462 Linked from: (N)RC8, Support 1 Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 9' 6"14.7 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)HDR5 1 piece(s) 6 x 12 DF No.2 Page 182 of 290 Wall Height: 7'Member Height: 6' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 23 50 Passed (45%)---- Compression (lbs)1275 7204 Passed (18%)1.25 1.0 D + 1.0 Lr Plate Bearing (lbs)1275 6563 Passed (19%)--1.0 D + 1.0 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple-member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Roof Live Wind Vertical Load Tributary Width (0.90)(1.25)(1.60)Comments 1 - Point (lb)N/A 1065 210 -203 Linked from: (N)HDR5, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)JHDR5(LEFT) 2 piece(s) 2 x 4 DF No.2 Page 183 of 290 Wall Height: 7'Member Height: 6' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 23 50 Passed (45%)---- Compression (lbs)2269 7204 Passed (31%)1.25 1.0 D + 1.0 Lr Plate Bearing (lbs)2269 6563 Passed (35%)--1.0 D + 1.0 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple-member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Roof Live Wind Vertical Load Tributary Width (0.90)(1.25)(1.60)Comments 1 - Point (lb)N/A 1555 714 -604 Linked from: (N)HDR5, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)JHDR5(RIGHT) 2 piece(s) 2 x 4 DF No.2 Page 184 of 290 Wall Height: 10' 3"Member Height: 9' 10 1/2"Tributary Width: 9' Design Results Actual Allowed Result LDF Load: Combination Slenderness 22 50 Passed (43%)---- Compression (lbs)0 17577 Passed (0%)1.60 1.0 D + 0.6 W Plate Bearing (lbs)0 12031 Passed (0%)--1.0 D + 0.6 W Lateral Reaction (lbs)408 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)370 3696 Passed (10%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)1007 @ mid-span 2733 Passed (37%)1.60 1.0 D + 0.6 W Total Deflection (in)0.16 @ mid-span 0.33 Passed (L/743)--1.0 D + 0.6 W Bending/Compression 0.37 1 Passed (37%)1.60 1.0 D + 0.6 W •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 10d (0.128" x 3") (End)5 N/A Base Nails 10d (0.128" x 3") (End)5 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Vertical Load Tributary Width (0.90)Comments 1 - Point (lb)N/A -- • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 9'15.3 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)KHDR5(LEFT) 1 piece(s) 4 x 6 DF No.2 Page 185 of 290 Wall Height: 15' 1"Member Height: 14' 8 1/2"Tributary Width: 9' Design Results Actual Allowed Result LDF Load: Combination Slenderness 24 50 Passed (49%)---- Compression (lbs)0 18629 Passed (0%)1.60 1.0 D + 0.6 W Plate Bearing (lbs)0 15859 Passed (0%)--1.0 D + 0.6 W Lateral Reaction (lbs)591 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)543 4872 Passed (11%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)2174 @ mid-span 4734 Passed (46%)1.60 1.0 D + 0.6 W Total Deflection (in)0.33 @ mid-span 0.49 Passed (L/530)--1.0 D + 0.6 W Bending/Compression 0.46 1 Passed (46%)1.60 1.0 D + 0.6 W •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 10d (0.128" x 3") (End)6 N/A Base Nails 10d (0.128" x 3") (End)6 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Vertical Load Tributary Width (0.90)Comments 1 - Point (lb)N/A -- • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 9'14.9 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)KHDR5(RIGHT) 1 piece(s) 4 x 8 DF No.2 Page 186 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)216 @ 0 3281 (1.50")Passed (7%)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs)126 @ 7"2310 Passed (5%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)157 @ 1' 6 3/4"1715 Passed (9%)1.00 1.0 D + 1.0 L (All Spans) Vert Live Load Defl. (in)0.001 @ 1' 6 3/4"0.063 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Vert Total Load Defl. (in)0.004 @ 1' 6 3/4"0.078 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Lat Member Reaction (lbs)89 @ 3' 1 1/2"N/A Passed (N/A)1.60 1.0 D + 0.6 W Lat Shear (lbs)65 @ 5"3696 Passed (2%)1.60 1.0 D + 0.6 W Lat Moment (Ft-lbs)70 @ mid-span 1839 Passed (4%)1.60 1.0 D + 0.6 W Lat Deflection (in)0.003 @ mid-span 0.104 Passed (L/999+)--1.0 D + 0.6 W Bi-Axial Bending 0.09 1.00 Passed (9%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr Member Length : 3' 1 1/2" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/600) and TL (L/480). •Wall deflection criteria: TL (L/360) •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"160 42 33 -33 216 None 2 - Trimmer - DF 1.50"1.50"1.50"160 42 33 -33 216 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)End Bearing Points Bottom Edge (Lu)End Bearing Points Lateral Connections Supports Stud Size Stud Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2 Right 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2 Dead Floor Live Roof Live Wind Vertical Loads Location Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 0 - Self Weight (PLF)0 to 3' 1 1/2"N/A 4.9 ------ 1 - Uniform (PSF)0 to 3' 1 1/2"4' 7"16.0 ------EX.WALL LOAD 2 - Uniform (PSF)0 to 3' 1 1/2"1' 4"12.0 --16.0 -16.0 3 - Uniform (PSF)0 to 3' 1 1/2"1' 4"6.0 20.0 ----clg load • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 5' 7"17.0 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)HDR6 1 piece(s) 4 x 6 DF No.2 Page 187 of 290 Wall Height: 7'Member Height: 6' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 36 50 Passed (72%)---- Compression (lbs)216 1849 Passed (12%)1.25 1.0 D + 0.75 L + 0.75 Lr Plate Bearing (lbs)216 3281 Passed (7%)--1.0 D + 0.75 L + 0.75 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Roof Live Wind Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 1 - Point (lb)N/A 160 42 33 -33 Linked from: (N)HDR6, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)JHDR6 1 piece(s) 2 x 4 DF No.2 Page 188 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 2' 6" Design Results Actual Allowed Result LDF Load: Combination Slenderness 36 50 Passed (72%)---- Compression (lbs)0 1869 Passed (0%)1.60 1.0 D + 0.6 W Plate Bearing (lbs)0 3281 Passed (0%)--1.0 D + 0.6 W Lateral Reaction (lbs)97 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)89 1008 Passed (9%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)184 @ mid-span 529 Passed (35%)1.60 1.0 D + 0.6 W Total Deflection (in)0.16 @ mid-span 0.25 Passed (L/581)--1.0 D + 0.6 W Bending/Compression 0.35 1 Passed (35%)1.60 1.0 D + 0.6 W •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Vertical Load Tributary Width (0.90)Comments 1 - Point (lb)N/A -- • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 2' 6"16.9 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)KHDR6 1 piece(s) 2 x 4 DF No.2 Page 189 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1317 @ 0 3281 (1.50")Passed (40%)--1.0 D + 1.0 L (All Spans) Shear (lbs)171 @ 7"2310 Passed (7%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)246 @ 2' 3/4"1714 Passed (14%)1.00 1.0 D + 1.0 L (All Spans) Vert Live Load Defl. (in)0.003 @ 2' 3/4"0.083 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Vert Total Load Defl. (in)0.010 @ 2' 3/4"0.103 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Lat Member Reaction (lbs)114 @ 4' 1 1/2"N/A Passed (N/A)1.60 1.0 D + 0.6 W Lat Shear (lbs)91 @ 5"3696 Passed (2%)1.60 1.0 D + 0.6 W Lat Moment (Ft-lbs)118 @ mid-span 1839 Passed (6%)1.60 1.0 D + 0.6 W Lat Deflection (in)0.008 @ mid-span 0.138 Passed (L/999+)--1.0 D + 0.6 W Bi-Axial Bending 0.14 1.00 Passed (14%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr Member Length : 4' 1 1/2" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/600) and TL (L/480). •Wall deflection criteria: TL (L/360) •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"444 873 44 -44 1317 None 2 - Trimmer - DF 1.50"1.50"1.50"183 55 44 -44 258 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)End Bearing Points Bottom Edge (Lu)End Bearing Points Lateral Connections Supports Stud Size Stud Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2 Right 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2 Dead Floor Live Roof Live Wind Vertical Loads Location Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 0 - Self Weight (PLF)0 to 4' 1 1/2"N/A 4.9 ------ 1 - Uniform (PSF)0 to 4' 1 1/2"3' 9"16.0 ------IN.WALL LOAD 2 - Uniform (PSF)0 to 4' 1 1/2"1' 4"12.0 --16.0 -16.0 RR 3 - Uniform (PSF)0 to 4' 1 1/2"1' 4"6.0 20.0 ----CJ 4 - Point (lb)1"N/A 261 818 ---- Linked from: (N)CB17, Support 2 Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 5' 6"16.7 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)HDR7 1 piece(s) 4 x 6 DF No.2 Page 190 of 290 Wall Height: 7'Member Height: 6' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 36 50 Passed (72%)---- Compression (lbs)1317 1826 Passed (72%)1.00 1.0 D + 1.0 L Plate Bearing (lbs)1317 3281 Passed (40%)--1.0 D + 1.0 L Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Roof Live Wind Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 1 - Point (lb)N/A 444 873 44 -44 Linked from: (N)HDR7, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)JHDR7 1 piece(s) 2 x 4 DF No.2 Page 191 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 3' Design Results Actual Allowed Result LDF Load: Combination Slenderness 36 50 Passed (72%)---- Compression (lbs)0 1869 Passed (0%)1.60 1.0 D + 0.6 W Plate Bearing (lbs)0 3281 Passed (0%)--1.0 D + 0.6 W Lateral Reaction (lbs)115 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)106 1008 Passed (11%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)219 @ mid-span 529 Passed (41%)1.60 1.0 D + 0.6 W Total Deflection (in)0.19 @ mid-span 0.25 Passed (L/489)--1.0 D + 0.6 W Bending/Compression 0.41 1 Passed (41%)1.60 1.0 D + 0.6 W •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Vertical Load Tributary Width (0.90)Comments 1 - Point (lb)N/A -- • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 3'16.7 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)KHDR7 1 piece(s) 2 x 4 DF No.2 Page 192 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)125 @ 0 3281 (1.50")Passed (4%)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs)63 @ 7"2310 Passed (3%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)74 @ 1' 3 3/4"1716 Passed (4%)1.00 1.0 D + 1.0 L (All Spans) Vert Live Load Defl. (in)0.000 @ 1' 3 3/4"0.087 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Vert Total Load Defl. (in)0.001 @ 1' 3 3/4"0.131 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Lat Member Reaction (lbs)54 @ 2' 7 1/2"N/A Passed (N/A)1.60 1.0 D + 0.6 W Lat Shear (lbs)37 @ 5"3696 Passed (1%)1.60 1.0 D + 0.6 W Lat Moment (Ft-lbs)36 @ mid-span 1839 Passed (2%)1.60 1.0 D + 0.6 W Lat Deflection (in)0.001 @ mid-span 0.087 Passed (L/999+)--1.0 D + 0.6 W Bi-Axial Bending 0.04 1.00 Passed (4%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr Member Length : 2' 7 1/2" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Wall deflection criteria: TL (L/360) •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories 1 - Trimmer - DF 1.50"1.50"1.50"78 35 28 -28 125 None 2 - Trimmer - DF 1.50"1.50"1.50"78 35 28 -28 125 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)End Bearing Points Bottom Edge (Lu)End Bearing Points Lateral Connections Supports Stud Size Stud Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2 Right 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2 Dead Floor Live Roof Live Wind Vertical Loads Location Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 0 - Self Weight (PLF)0 to 2' 7 1/2"N/A 4.9 ------ 1 - Uniform (PSF)0 to 2' 7 1/2"1' 11"16.0 ------EX.WALL LOAD 2 - Uniform (PSF)0 to 2' 7 1/2"1' 4"12.0 --16.0 -16.0 3 - Uniform (PSF)0 to 2' 7 1/2"1' 4"6.0 20.0 ----CL • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 3' 11"17.6 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)HDR8 1 piece(s) 4 x 6 DF No.2 Page 193 of 290 Wall Height: 7'Member Height: 6' 7 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 36 50 Passed (72%)---- Compression (lbs)125 1849 Passed (7%)1.25 1.0 D + 0.75 L + 0.75 Lr Plate Bearing (lbs)125 3281 Passed (4%)--1.0 D + 0.75 L + 0.75 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Roof Live Wind Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 1 - Point (lb)N/A 78 35 28 -28 Linked from: (N)HDR8, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)JHDR8 1 piece(s) 2 x 4 DF No.2 Page 194 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 2' 3" Design Results Actual Allowed Result LDF Load: Combination Slenderness 36 50 Passed (72%)---- Compression (lbs)0 1869 Passed (0%)1.60 1.0 D + 0.6 W Plate Bearing (lbs)0 3281 Passed (0%)--1.0 D + 0.6 W Lateral Reaction (lbs)87 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)80 1008 Passed (8%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)166 @ mid-span 529 Passed (31%)1.60 1.0 D + 0.6 W Total Deflection (in)0.14 @ mid-span 0.25 Passed (L/645)--1.0 D + 0.6 W Bending/Compression 0.31 1 Passed (31%)1.60 1.0 D + 0.6 W •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Vertical Load Tributary Width (0.90)Comments 1 - Point (lb)N/A -- • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 2' 3"16.9 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)KHDR8 1 piece(s) 2 x 4 DF No.2 Page 195 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5507 @ 5' 11 1/2"7656 (3.50")Passed (72%)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs)4488 @ 5' 1/2"6428 Passed (70%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)7301 @ 4' 4"12854 Passed (57%)1.00 1.0 D + 1.0 L (All Spans) Vert Live Load Defl. (in)0.055 @ 3' 3 3/4"0.116 Passed (L/999+)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Vert Total Load Defl. (in)0.096 @ 3' 3 3/4"0.145 Passed (L/725)--1.0 D + 0.75 L + 0.75 Lr (All Spans) Lat Member Reaction (lbs)129 @ 5' 11 1/2"N/A Passed (N/A)1.60 1.0 D + 0.6 W Lat Shear (lbs)111 @ 7"7448 Passed (1%)1.60 1.0 D + 0.6 W Lat Moment (Ft-lbs)187 @ mid-span 7858 Passed (2%)1.60 1.0 D + 0.6 W Lat Deflection (in)0.011 @ mid-span 0.386 Passed (L/999+)--1.0 D + 0.6 W Bi-Axial Bending 0.38 1.00 Passed (38%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr Member Length : 6' 1 1/2" System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/600) and TL (L/480). •Wall deflection criteria: TL (L/180) •Initial eccentricity applied as per ESR-1387. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Wind Factored Accessories 1 - Trimmer - DF 3.50"3.50"1.50"959 908 788 -788 2230 None 2 - Trimmer - DF 3.50"3.50"2.52"2342 2201 2019 -2019 5507 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu)End Bearing Points Bottom Edge (Lu)End Bearing Points Lateral Connections Supports Stud Size Stud Material Connector Type/Model Quantity Nailing Left 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2 Right 2X Douglas Fir-Larch Nails 8d (0.113" x 2 1/2") (Toe)2 Dead Floor Live Roof Live Wind Vertical Loads Location Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 0 - Self Weight (PLF)0 to 6' 1 1/2"N/A 10.4 ------ 1 - Uniform (PSF)0 to 6' 1 1/2"1' 2"5.0 ------EX.WALL LOAD 2 - Uniform (PSF)0 to 6' 1 1/2"1' 4"6.0 20.0 ----CLG LOAD 3 - Point (lb)4' 4"N/A 3152 2946 2807 -2807 Linked from: (N)CB16, Support 2 Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 4' 6"16.5 Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)HDR9 1 piece(s) 3 1/2" x 9 1/2" 2.2E Parallam® PSL Page 196 of 290 Wall Height: 6' 10"Member Height: 6' 5 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 22 50 Passed (44%)---- Compression (lbs)2231 7204 Passed (31%)1.25 1.0 D + 0.75 L + 0.75 Lr Plate Bearing (lbs)2231 6563 Passed (34%)--1.0 D + 0.75 L + 0.75 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple-member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Roof Live Wind Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 1 - Point (lb)N/A 959 908 788 -788 Linked from: (N)HDR9, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)JHDR9-LEFT 2 piece(s) 2 x 4 DF No.2 Page 197 of 290 Wall Height: 6' 10"Member Height: 6' 5 1/2"Tributary Width: 1' 4" Design Results Actual Allowed Result LDF Load: Combination Slenderness 22 50 Passed (44%)---- Compression (lbs)5507 7204 Passed (76%)1.25 1.0 D + 0.75 L + 0.75 Lr Plate Bearing (lbs)5507 6563 Passed (84%)--1.0 D + 0.75 L + 0.75 Lr Lateral Reaction (lbs)0 ------N/A Lateral Shear (lbs)0 N/A Passed (N/A)--N/A Lateral Moment (ft-lbs)0 @ mid-span N/A Passed (N/A)--N/A Total Deflection (in)0.00 @ mid-span N/A Passed (N/A)--N/A Bending/Compression N/A 1 Passed (N/A)--N/A •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •Bearing shall be on a metal plate or strap, or on other equivalently durable, rigid, homogeneous material with sufficient stiffness to distribute applied load. •The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple-member connection requirements. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Dead Floor Live Roof Live Wind Vertical Load Tributary Width (0.90)(1.00)(1.25)(1.60)Comments 1 - Point (lb)N/A 2342 2201 2019 -2019 Linked from: (N)HDR9, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)JHDR9-RIGHT 2 piece(s) 2 x 4 DF No.2 Page 198 of 290 Wall Height: 8'Member Height: 7' 7 1/2"Tributary Width: 3' 11" Design Results Actual Allowed Result LDF Load: Combination Slenderness 36 50 Passed (72%)---- Compression (lbs)0 1869 Passed (0%)1.60 1.0 D + 0.6 W Plate Bearing (lbs)0 3281 Passed (0%)--1.0 D + 0.6 W Lateral Reaction (lbs)147 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)136 1008 Passed (14%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)281 @ mid-span 529 Passed (53%)1.60 1.0 D + 0.6 W Total Deflection (in)0.24 @ mid-span 0.51 Passed (L/381)--1.0 D + 0.6 W Bending/Compression 0.53 1 Passed (53%)1.60 1.0 D + 0.6 W •Wall deflection criteria: TL (L/180) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Column Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Vertical Load Tributary Width (0.90)Comments 1 - Point (lb)N/A -- • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Tributary Width (1.60)Comments 1 - Uniform (PSF)Full Length 3' 11"16.5 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)KHDR9 1 piece(s) 2 x 4 DF No.2 Page 199 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 27 Appendix G : Joist Design Page 200 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)291 @ 7' 10"3504 (3.50")Passed (8%)--1.0 D + 1.0 Lr (Adj Spans) Shear (lbs)130 @ 8' 6 9/16"1631 Passed (8%)1.25 1.0 D + 1.0 Lr (Adj Spans) Moment (Ft-lbs)-176 @ 7' 10"784 Passed (22%)1.25 1.0 D + 1.0 Lr (Adj Spans) Live Load Defl. (in)0.009 @ 0 0.200 Passed (2L/999+)--1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in)0.014 @ 0 0.258 Passed (2L/999+)--1.0 D + 1.0 Lr (Alt Spans) Member Length : 15' 10 15/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 4.5/12 •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (0.2") and TL (2L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Moment capacity has been adjusted by a factor of 0.55 to account for the beam stability and/or volume/size factors. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Beveled Plate - DF 3.50"3.50"1.50"115 111 -117 225/-1 Blocking 2 - Beveled Plate - DF 3.50"3.50"1.50"134 157 -165 291/-19 None 3 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"52 69 -71 120/-12 See note ¹ •Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 3 - Face Mount Hanger LRU26Z 1.94"N/A 4-10dx1.5 5-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Distributed wind loads are applied perpendicular to the slope of the member. Dead Roof Live Wind Vertical Loads Location (Side)Spacing (0.90)(1.25)(1.60)Comments 1 - Uniform (PSF)0 to 7' 10"16"16.0 16.0 -16.0 VAULTED ROOF Load 2 - Uniform (PSF)7' 10" to 14' 11 3/4"16"12.0 16.0 -16.0 SLOPED ROOF Load Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RR1 1 piece(s) 2 x 8 DF No.2 @ 16" OC Page 201 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)224 @ 14' 9 1/4"1406 (1.50")Passed (16%)--1.0 D + 1.0 Lr (Alt Spans) Shear (lbs)216 @ 3' 4 9/16"1631 Passed (13%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)655 @ 8' 11 3/16"1700 Passed (39%)1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (in)0.074 @ 0 0.200 Passed (2L/918)--1.0 D + 0.6 W (Alt Spans) Total Load Defl. (in)0.254 @ 8' 9 1/2"0.646 Passed (L/610)--1.0 D + 1.0 Lr (Alt Spans) Member Length : 16' System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 4.5/12 •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (0.2") and TL (2L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Moment capacity has been adjusted by a factor of 0.56 to account for the beam stability and/or volume/size factors. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Beveled Plate - DF 3.50"3.50"1.50"154 192 -192 346/-23 Blocking 2 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"103 132 -135 235/-19 See note ¹ •Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LRU26Z 1.94"N/A 4-10dx1.5 5-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Distributed wind loads are applied perpendicular to the slope of the member. Dead Roof Live Wind Vertical Load Location (Side)Spacing (0.90)(1.25)(1.60)Comments 1 - Uniform (PSF)0 to 15' 3/4"16"12.0 16.0 -16.0 ROOF Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RR2 1 piece(s) 2 x 8 DF No.2 @ 16" OC Page 202 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)162 @ 10' 9 1/4"1406 (1.50")Passed (12%)--1.0 D + 1.0 Lr (Alt Spans) Shear (lbs)150 @ 2' 8 9/16"1631 Passed (9%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)342 @ 6' 6 5/8"1700 Passed (20%)1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (in)0.040 @ 6' 5 1/8"0.312 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in)0.070 @ 6' 5 3/8"0.468 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans) Member Length : 11' 8 3/4" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 4.5/12 •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Moment capacity has been adjusted by a factor of 0.75 to account for the beam stability and/or volume/size factors. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Beveled Plate - DF 3.50"3.50"1.50"113 141 -141 254/-17 Blocking 2 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"76 97 -100 173/-14 See note ¹ •Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LRU26Z 1.94"N/A 4-10dx1.5 5-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Distributed wind loads are applied perpendicular to the slope of the member. Dead Roof Live Wind Vertical Load Location (Side)Spacing (0.90)(1.25)(1.60)Comments 1 - Uniform (PSF)0 to 11' 3/4"16"12.0 16.0 -16.0 ROOF Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RR3 1 piece(s) 2 x 8 DF No.2 @ 16" OC Page 203 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)436 @ 9' 9 3/4"3504 (3.50")Passed (12%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)220 @ 9' 1 3/16"1631 Passed (14%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)-383 @ 9' 9 3/4"699 Passed (55%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.035 @ 4' 6 7/8"0.342 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in)0.071 @ 4' 6 11/16"0.513 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans) Member Length : 15' 3 3/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 4.5/12 •Deflection criteria: LL (L/360) and TL (L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Moment capacity has been adjusted by a factor of 0.49 to account for the beam stability and/or volume/size factors. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Beveled Plate - DF 3.50"3.50"1.50"94 88 2/-89 182 Blocking 2 - Beveled Plate - DF 3.50"3.50"1.50"225 211 -211 436 None 3 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"9 28/-13 34/-48 37/-24 See note ¹ •Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 3 - Face Mount Hanger LRU26Z 1.94"N/A 4-10dx1.5 5-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Distributed wind loads are applied perpendicular to the slope of the member. Dead Roof Live Wind Vertical Load Location (Side)Spacing (0.90)(1.25)(1.60)Comments 1 - Uniform (PSF)0 to 14' 4 1/2"16"16.0 16.0 -16.0 VAULTED ROOF LOAD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RR4 1 piece(s) 2 x 8 DF No.2 @ 16" OC Page 204 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)258 @ 5' 1 3/4"3504 (3.50")Passed (7%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)104 @ 4' 5 3/16"1631 Passed (6%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)-130 @ 5' 1 3/4"941 Passed (14%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.003 @ 7' 11 5/16"0.182 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in)0.004 @ 2' 4 11/16"0.264 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans) Member Length : 11' 2 1/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 4.5/12 •Deflection criteria: LL (L/360) and TL (L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Moment capacity has been adjusted by a factor of 0.66 to account for the beam stability and/or volume/size factors. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Beveled Plate - DF 3.50"3.50"1.50"48 47 7/-51 95/-1 Blocking 2 - Beveled Plate - DF 3.50"3.50"1.50"124 134 -134 258/-6 None 3 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"36 51 -54 87/-11 See note ¹ •Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 3 - Face Mount Hanger LRU26Z 1.94"N/A 4-10dx1.5 5-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Distributed wind loads are applied perpendicular to the slope of the member. Dead Roof Live Wind Vertical Loads Location (Side)Spacing (0.90)(1.25)(1.60)Comments 1 - Uniform (PSF)0 to 5'16"16.0 16.0 -16.0 VAULTED ROOF Load 2 - Uniform (PSF)5' to 10' 6 1/2"16"12.0 16.0 -16.0 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RR5 1 piece(s) 2 x 8 DF No.2 @ 16" OC Page 205 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)119 @ 5' 7"1406 (1.50")Passed (8%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)94 @ 5' 3/16"1631 Passed (6%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)159 @ 2' 10 3/4"1700 Passed (9%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.006 @ 2' 10 3/4"0.191 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.012 @ 2' 10 3/4"0.287 Passed (L/999+)--1.0 D + 1.0 Lr (All Spans) Member Length : 6' 2 1/4" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 4.5/12 •Deflection criteria: LL (L/360) and TL (L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Moment capacity has been adjusted by a factor of 0.86 to account for the beam stability and/or volume/size factors. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Beveled Plate - DF 3.50"3.50"1.50"66 62 -62 128 Blocking 2 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"67 64 -64 131 See note ¹ •Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LRU26Z 1.94"N/A 4-10dx1.5 5-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Distributed wind loads are applied perpendicular to the slope of the member. Dead Roof Live Wind Vertical Load Location (Side)Spacing (0.90)(1.25)(1.60)Comments 1 - Uniform (PSF)0 to 5' 10 1/2"16"16.0 16.0 -16.0 VAULTED ROOF Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RR6 1 piece(s) 2 x 8 DF No.2 @ 16" OC Page 206 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)778 @ 8'3504 (3.50")Passed (22%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)393 @ 8' 8 9/16"1631 Passed (24%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)-1412 @ 8'1514 Passed (93%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.476 @ 0 0.854 Passed (2L/430)--1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in)0.977 @ 0 1.139 Passed (2L/210)--1.0 D + 1.0 Lr (Alt Spans) Member Length : 13' 4" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 4.5/12 •Deflection criteria: LL (L/240) and TL (L/180). •Overhang deflection criteria: LL (2L/240) and TL (2L/180). •Left cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •-247 lbs uplift at support located at 12' 3 1/4". Strapping or other restraint may be required. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored Accessories 1 - Beveled Plate - DF 3.50"3.50"1.50"402 376 -376 778 Blocking 2 - Hanger on 7 1/4" DF beam 3.50"Hanger¹1.50"-116 -131 154/-52 23/-247 See note ¹ •Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger LRU26Z 1.94"N/A 4-10dx1.5 5-10d •Refer to manufacturer notes and instructions for proper installation and use of all connectors. • Distributed wind loads are applied perpendicular to the slope of the member. Dead Roof Live Wind Vertical Load Location (Side)Spacing (0.90)(1.25)(1.60)Comments 1 - Uniform (PSF)0 to 12' 6 3/4"16"16.0 16.0 -16.0 VAULTED ROOF LOAD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Roof, (N)RR7 1 piece(s) 2 x 8 DF No.2 @ 16" OC Page 207 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)215 @ 2 1/2"2109 (2.25")Passed (10%)--1.0 D + 1.0 L (All Spans) Shear (lbs)188 @ 10 3/4"1305 Passed (14%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)646 @ 6' 3 3/4"1299 Passed (50%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.175 @ 6' 3 3/4"0.407 Passed (L/838)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.227 @ 6' 3 3/4"0.610 Passed (L/644)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A Member Length : 12' 5" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - DF 3.50"2.25"1.50"51 168 219 1 1/4" Rim Board 2 - Beam - DF 3.50"2.25"1.50"51 168 219 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 7" o/c Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 12' 7 1/2"16"6.0 20.0 CLG Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CJ1 1 piece(s) 2 x 8 DF No.2 @ 16" OC Page 208 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)218 @ 6' 6 3/4"3281 (3.50")Passed (7%)--1.0 D + 1.0 L (All Spans) Shear (lbs)102 @ 5' 9 3/4"1305 Passed (8%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)162 @ 3' 3 3/16"1098 Passed (15%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.014 @ 9' 1 3/4"0.200 Passed (2L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.014 @ 9' 1 3/4"0.258 Passed (2L/999+)--1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating N/A N/A N/A --N/A Member Length : 9' 1/2" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (0.2") and TL (2L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Beam - DF 3.50"2.25"1.50"23 90/-11 113 1 1/4" Rim Board 2 - Stud wall - DF 3.50"3.50"1.50"50 168 218 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' o/c Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 9' 1 3/4"16"6.0 20.0 CLG Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CJ2 1 piece(s) 2 x 8 DF No.2 @ 16" OC Page 209 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)221 @ 2 1/2"2109 (2.25")Passed (10%)--1.0 D + 1.0 L (Alt Spans) Shear (lbs)197 @ 12' 3/4"1305 Passed (15%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)682 @ 6' 5 3/4"1098 Passed (62%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.199 @ 6' 6 1/8"0.420 Passed (L/761)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.255 @ 6' 6"0.630 Passed (L/593)--1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating N/A N/A N/A --N/A Member Length : 14' 6 1/2" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Moment capacity has been adjusted by a factor of 0.7 to account for the beam stability and/or volume/size factors. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Beam - DF 3.50"2.25"1.50"51 174/-1 225 1 1/4" Rim Board 2 - Stud wall - DF 3.50"3.50"1.50"66 221 287 Blocking Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' o/c Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 14' 7 3/4"16"6.0 20.0 CLG Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CJ3 1 piece(s) 2 x 8 DF No.2 @ 16" OC Page 210 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)110 @ 2 1/2"2109 (2.25")Passed (5%)--1.0 D + 1.0 L (All Spans) Shear (lbs)82 @ 10 3/4"1305 Passed (6%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)163 @ 3' 3 1/4"1205 Passed (13%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.011 @ 3' 3 1/4"0.204 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.014 @ 3' 3 1/4"0.306 Passed (L/999+)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A Member Length : 6' 4" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top custom unbraced length is too long and has been reset to the member length of 6' 1 1/2" •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - DF 3.50"2.25"1.50"26 87 113 1 1/4" Rim Board 2 - Beam - DF 3.50"2.25"1.50"26 87 113 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 2" o/c Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 6' 6 1/2"16"6.0 20.0 CLG Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CJ5 1 piece(s) 2 x 8 DF No.2 @ 16" OC Page 211 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)175 @ 2 1/2"2109 (2.25")Passed (8%)--1.0 D + 1.0 L (All Spans) Shear (lbs)152 @ 9"990 Passed (15%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)423 @ 5' 1 3/4"745 Passed (57%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.171 @ 5' 1 3/4"0.329 Passed (L/691)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.223 @ 5' 1 3/4"0.494 Passed (L/532)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A Member Length : 10' 1" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Stud wall - DF 3.50"2.25"1.50"41 137 178 1 1/4" Rim Board 2 - Beam - DF 3.50"2.25"1.50"41 137 178 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)8' o/c Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 10' 3 1/2"16"6.0 20.0 CLG Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED CLG, (N)CJ6 1 piece(s) 2 x 6 DF No.2 @ 16" OC Page 212 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)210 @ 2 1/2"2109 (2.25")Passed (10%)--1.0 D + 1.0 L (All Spans) Shear (lbs)136 @ 10 3/4"1305 Passed (10%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)215 @ 2' 4 1/4"1360 Passed (16%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.008 @ 2' 4 1/4"0.143 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.009 @ 2' 4 1/4"0.215 Passed (L/999+)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A Member Length : 4' 6" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Beam - DF 3.50"2.25"1.50"31 188 220 1 1/4" Rim Board 2 - Plate on concrete - DF 3.50"2.25"1.50"31 188 220 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 4' 8 1/2"16"10.0 60.0 DECK Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Floor, (N)DJ1 1 piece(s) 2 x 8 DF No.2 @ 16" OC Page 213 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)144 @ 2 1/2"2109 (2.25")Passed (7%)--1.0 D + 1.0 L (All Spans) Shear (lbs)70 @ 10 3/4"1305 Passed (5%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)96 @ 1' 7 3/4"1360 Passed (7%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.002 @ 1' 7 3/4"0.096 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.002 @ 1' 7 3/4"0.144 Passed (L/999+)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A Member Length : 3' 1" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Beam - DF 3.50"2.25"1.50"22 132 154 1 1/4" Rim Board 2 - Plate on concrete - DF 3.50"2.25"1.50"22 132 154 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 3' 3 1/2"16"10.0 60.0 DECK Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Floor, (N)DJ2 1 piece(s) 2 x 8 DF No.2 @ 16" OC Page 214 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)267 @ 2 1/2"2109 (2.25")Passed (13%)--1.0 D + 1.0 L (All Spans) Shear (lbs)215 @ 9"990 Passed (22%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)417 @ 3' 5 1/4"848 Passed (49%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.078 @ 3' 5 1/4"0.215 Passed (L/988)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.094 @ 3' 5 1/4"0.323 Passed (L/824)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A Member Length : 6' 8" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Plate on concrete - DF 3.50"2.25"1.50"46 229 275 1 1/4" Rim Board 2 - Plate on concrete - DF 3.50"2.25"1.50"46 229 275 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 6' 10 1/2"16"10.0 50.0 FLOOR Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Floor, (N)FJ1 1 piece(s) 2 x 6 DF No.2 @ 16" OC Page 215 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)257 @ 2 1/2"2109 (2.25")Passed (12%)--1.0 D + 1.0 L (All Spans) Shear (lbs)205 @ 9"990 Passed (21%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)385 @ 3' 3 3/4"848 Passed (45%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.067 @ 3' 3 3/4"0.207 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.080 @ 3' 3 3/4"0.310 Passed (L/927)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A Member Length : 6' 5" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Beam - DF 3.50"2.25"1.50"44 221 265 1 1/4" Rim Board 2 - Plate on concrete - DF 3.50"2.25"1.50"44 221 265 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 6' 7 1/2"16"10.0 50.0 FLOOR Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Floor, (N)FJ2 1 piece(s) 2 x 6 DF No.2 @ 16" OC Page 216 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)257 @ 2 1/2"2109 (2.25")Passed (12%)--1.0 D + 1.0 L (All Spans) Shear (lbs)205 @ 9"990 Passed (21%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)385 @ 3' 3 3/4"848 Passed (45%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.067 @ 3' 3 3/4"0.207 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.080 @ 3' 3 3/4"0.310 Passed (L/927)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A Member Length : 6' 5" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Beam - DF 3.50"2.25"1.50"44 221 265 1 1/4" Rim Board 2 - Beam - DF 3.50"2.25"1.50"44 221 265 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 6' 7 1/2"16"10.0 50.0 FLOOR Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Floor, (N)FJ3 1 piece(s) 2 x 6 DF No.2 @ 16" OC Page 217 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)310 @ 2 1/2"2109 (2.25")Passed (15%)--1.0 D + 1.0 L (All Spans) Shear (lbs)258 @ 9"990 Passed (26%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)569 @ 3' 11 3/4"848 Passed (67%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.146 @ 3' 11 3/4"0.251 Passed (L/621)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.175 @ 3' 11 3/4"0.377 Passed (L/517)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A Member Length : 7' 9" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Plate on concrete - DF 3.50"2.25"1.50"53 265 318 1 1/4" Rim Board 2 - Beam - DF 3.50"2.25"1.50"53 265 318 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 7' 11 1/2"16"10.0 50.0 FLOOR Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Floor, (N)FJ4 1 piece(s) 2 x 6 DF No.2 @ 16" OC Page 218 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)243 @ 2 1/2"2109 (2.25")Passed (12%)--1.0 D + 1.0 L (All Spans) Shear (lbs)192 @ 9"990 Passed (19%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)345 @ 3' 1 3/4"848 Passed (41%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.054 @ 3' 1 3/4"0.196 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.064 @ 3' 1 3/4"0.294 Passed (L/999+)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A Member Length : 6' 1" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Plate on concrete - DF 3.50"2.25"1.50"42 210 252 1 1/4" Rim Board 2 - Plate on concrete - DF 3.50"2.25"1.50"42 210 252 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 6' 3 1/2"16"10.0 50.0 FLOOR Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Floor, (N)FJ5 1 piece(s) 2 x 6 DF No.2 @ 16" OC Page 219 of 290 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)97 @ 2 1/2"2109 (2.25")Passed (5%)--1.0 D + 1.0 L (All Spans) Shear (lbs)45 @ 9"990 Passed (5%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)49 @ 1' 3 3/4"848 Passed (6%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.001 @ 1' 3 3/4"0.074 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.001 @ 1' 3 3/4"0.110 Passed (L/999+)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A --N/A Member Length : 2' 5" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Accessories 1 - Plate on concrete - DF 3.50"2.25"1.50"18 87 105 1 1/4" Rim Board 2 - Plate on concrete - DF 3.50"2.25"1.50"18 87 105 1 1/4" Rim Board Lateral Bracing Bracing Intervals Comments Top Edge (Lu)Continuous Bottom Edge (Lu)End Bearing Points Dead Floor Live Vertical Load Location (Side)Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 2' 7 1/2"16"10.0 50.0 FLOOR Load Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED Floor, (N)FJ6 1 piece(s) 2 x 6 DF No.2 @ 16" OC Page 220 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 28 Appendix H : Stud Wall Design Page 221 of 290 Wall Height: 8'Member Height: 7' 7 1/2"O. C. Spacing: 16.00" Design Results Actual Allowed Result LDF Load: Combination Slenderness 36 50 Passed (72%)---- Compression (lbs)505 1849 Passed (27%)1.25 1.0 D + 0.75 L + 0.75 Lr Plate Bearing (lbs)505 4102 Passed (12%)--1.0 D + 0.75 L + 0.75 Lr Lateral Reaction (lbs)52 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)48 1008 Passed (5%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)98 @ mid-span 601 Passed (16%)1.60 1.0 D + 0.6 W Total Deflection (in)0.08 @ mid-span 0.25 Passed (L/1089)--1.0 D + 0.6 W Bending/Compression 0.19 1 Passed (19%)1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •A bearing area factor of 1.25 has been applied to base plate bearing capacity. •A 15% increase in the moment capacity has been added to account for repetitive member usage. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Stud Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Floor Live Roof Live Wind Vertical Loads Spacing (0.90)(1.00)(1.25)(1.60)Comments 1 - Point (lb)N/A 162 ------Default Load 2 - Point (lb)N/A 134 --157 -165 Linked from: (N)RR1, Support 2 3 - Point (lb)N/A 26 87 ----Linked from: (N)CJ5, Support 1 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Spacing (1.60)Comments 1 - Uniform (PSF)Full Length 16.00"16.9 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)STUDWALL1 1 piece(s) 2 x 4 DF No.2 @ 16" OC Page 222 of 290 Wall Height: 8'Member Height: 7' 7 1/2"O. C. Spacing: 16.00" Design Results Actual Allowed Result LDF Load: Combination Slenderness 26 50 Passed (52%)---- Compression (lbs)222 6674 Passed (3%)1.25 1.0 D + 0.75 L + 0.75 Lr Plate Bearing (lbs)222 7383 Passed (3%)--1.0 D + 0.75 L + 0.75 Lr Lateral Reaction (lbs)52 ----1.60 1.0 D + 0.6 W Lateral Shear (lbs)48 2016 Passed (2%)1.60 1.0 D + 0.6 W Lateral Moment (ft-lbs)98 @ mid-span 1258 Passed (8%)1.60 1.0 D + 0.6 W Total Deflection (in)0.04 @ mid-span 0.25 Passed (L/2178)--1.0 D + 0.6 W Bending/Compression 0.08 1 Passed (8%)1.60 1.0 D + 0.6 W •Wall deflection criteria: TL (L/360) •Input axial load eccentricity for the design is zero •Applicable calculations are based on NDS. •A bearing area factor of 1.125 has been applied to base plate bearing capacity. •The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple-member connection requirements. •A 15% increase in the moment capacity has been added to account for repetitive member usage. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Length Comments 4' 6" System : Wall Member Type : Stud Building Code : IBC 2021 Design Methodology : ASD Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe)2 N/A Base Nails 8d (0.113" x 2 1/2") (Toe)2 N/A •Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Floor Live Roof Live Wind Vertical Loads Spacing (0.90)(1.00)(1.25)(1.60)Comments 1 - Point (lb)N/A 162 ------Default Load 2 - Point (lb)N/A 8 27 ----(N)CJ 3 - Point (lb)N/A 16 --21 -21 (N)RR • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (12' 1"), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (95), Risk Category(II), Wind Zone (4), GCpi (+/- 0.18), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Wind Lateral Load Location Spacing (1.60)Comments 1 - Uniform (PSF)Full Length 16.00"16.9 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual MEMBER REPORT PASSED CLG, (N)STUDWALL2 2 piece(s) 2 x 4 DF No.2 @ 16" OC Page 223 of 290 W Park Ln  U.S. Office: Canada Office: 77 Waldorf, Irvine, CA 92612 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4  +1 949-979-5003 +1 289-597-0455 29 Appendix I : Foundation Design Page 224 of 290 Sazan Project: 922 Job Ref. 1 Fondansion: Line 9 Sheet no./rev R1 Calc. by Eng. Date 2025-09-21 Chk'd by DR.Jalalpour Date 2025-09-21 App'd by DR.Rezaeian Date 2025-09-21 FOOTING ANALYSIS In accordance with ACI318-19 Overall design status PASS Overall design utilisation; 0.78 Description Unit Applied Resisting Utilization Result Soil bearing Ksf 1170.33 1500 0.78 Pass Moment, positive kip_ft 0.85 23.72 0.036 Pass Moment, negative kip_ft 0.75 19.4 0.039 Pass Shear kip 0.583 10.4 0.056 Pass Pad footing details Length of footing L=17.5 ft Width of footing b=8 in Footing area A=0.97 ft2 Depth of footing H=34.5 in Density of concrete mass=145 lb/ft3 load case : Eh , W , D , L , Lr , Weight Point loads P (Kip) a (ft) loadCase -0.8 1 Eh -0.68 1 W 0.8 16.5 Eh 0.68 16.5 W Page 225 of 290 Eh W Distributed Loads W1 (Kip/ft) W2 (Kip/ft) a (ft) b (ft) loadCase 0.24 0.24 0 17.5 D 0.427 0.427 0 17.5 L 0.014 0.014 0 17.5 Lr 0.5 0.5 0 17.5 Weight Footing analysis for soil and stability Load combinations per ASCE 7-16 ASD01: +D+Weight ASD02: +D+Weight+L ASD03: +D+Weight+Lr Page 226 of 290 ASD04: +D+Weight+S ASD05: +D+Weight+0.75L+0.75Lr ASD06: +D+Weight+0.75L+0.75S ASD07: +D+Weight+0.6W+Uplift-Pos-W ASD08: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75Lr ASD09: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75S ASD10: +D+Weight+0.14D+0.14Weight+0.7Eh+Uplift-Pos-Eh ASD11: +D+Weight+0.11D+0.11Weight+0.525Eh+Uplift-Pos-Eh+0.75L+0.75S ASD12: +0.6D+0.6Weight-0.14D-0.14Weight+0.7Eh+Uplift-Pos-Eh ASD13: +D+Weight+0.14D+0.14Weight-0.7Eh+Uplift-Neg-Eh ASD14: +D+Weight+0.11D+0.11Weight-0.525Eh+Uplift-Neg-Eh+0.75L+0.75S ASD15: +0.6D+0.6Weight-0.14D-0.14Weight-0.7Eh+Uplift-Neg-Eh Load Combinations q max q min q allowed Check Bearing Stress L/6 e L' ASD01 742.11 735.77 1500 OK 2.92 0 0 ASD02 1170.33 1160.33 1500 OK 2.92 0 0 ASD03 756.15 749.69 1500 OK 2.92 0 0 ASD04 742.11 735.77 1500 OK 2.92 0 0 ASD05 1073.81 1064.63 1500 OK 2.92 0 0 ASD06 1063.28 1054.19 1500 OK 2.92 0 0 ASD07 859.67 618.22 1995 OK 2.92 0.49 0 ASD08 1157.56 980.89 1995 OK 2.92 0.25 0 ASD09 1147.12 970.36 1995 OK 2.92 0.26 0 ASD10 1008.84 675.95 1995 OK 2.92 0.59 0 ASD11 1262.67 1017.37 1995 OK 2.92 0.33 0 ASD12 508.51 171.32 1995 OK 2.92 1.46 0 ASD13 1016.07 668.72 1995 OK 2.92 -0.59 0 ASD14 1272.45 1007.58 1995 OK 2.92 -0.33 0 ASD15 511.43 168.4 1995 OK 2.92 -1.46 0 ASD02 Page 227 of 290 FOOTING DESIGN In accordance with ACI318-19 Material details Compressive strength of concrete f'c = 2500 psi Concrete type Normal Analysis and design of concrete footing Load combinations per ASCE 7-16 LRFD01: +1.4D+1.4Weight LRFD02: +1.2D+1.2Weight+1.6L+0.5Lr LRFD03: +1.2D+1.2Weight+1.6Lr+L LRFD04: +1.2D+1.2Weight+1.6Lr+0.5W+Uplift-Pos-W LRFD05: +1.2D+1.2Weight+1.6Lr-0.5W+Uplift-Neg-W LRFD06: +1.2D+1.2Weight+1.6S+L LRFD07: +1.2D+1.2Weight+1.6S+0.5W+Uplift-Pos-W LRFD08: +1.2D+1.2Weight+1.6S-0.5W+Uplift-Neg-W LRFD09: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5Lr LRFD10: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5Lr LRFD11: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5S LRFD12: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5S LRFD13: +1.2D+1.2Weight+Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD14: +1.2D+1.2Weight-Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD15: +0.9D+0.9Weight+Eh+Uplift-Pos-Eh-0.2D-0.2Weight LRFD16: +0.9D+0.9Weight-Eh+Uplift-Neg-Eh-0.2D-0.2Weight LRFD17: +0.9D+0.9Weight+W+Uplift-Pos-W LRFD18: +0.9D+0.9Weight-W Combination 2 results: Envelop X Vmax Vmin Mma x Mmi n φMn_Po s φMn_Ne g φV n Chec k V Chec k M DC R (V) DC R (M) 1 0.57657 5 - 0.56705 0.12 -0.12 23.72 19.4 10.4 Ok Ok 0.06 0.01 Page 228 of 290 13.3 5 0.03295 - 0.04342 5 0.85 -0.73 23.72 19.4 10.4 Ok Ok 0 0.04 16.4 5 0.55295 - 0.58342 5 0.12 -0.08 23.72 19.4 10.4 Ok Ok 0.06 0.01 4.7 0.04657 5 - 0.02705 0.79 -0.75 23.72 19.4 10.4 Ok Ok 0 0.04 H =34.5 h =32.5 bf =12 bw =8 tf =18 Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 17.88 in Yb = h-Yt14.62 in I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf- bw))✕tf✕(tf/2-Yt)✕(tf/2-Yt)= 27746.31 in4 St = I/Yt= 1551.84 in3 Sb = I/Yb= 1897.78 in3 fr = 5√fc= 250 psi φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000) φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000) φVn=0.6 * (4/3*√fc*bw*h/1000) Page 229 of 290 Sazan Project: 922 Job Ref. 1 Fondansion: Line 10 Sheet no./rev R1 Calc. by Eng. Date 2025-09-21 Chk'd by DR.Jalalpour Date 2025-09-21 App'd by DR.Rezaeian Date 2025-09-21 FOOTING ANALYSIS In accordance with ACI318-19 Overall design status PASS Overall design utilisation; 0.818 Description Unit Applied Resisting Utilization Result Soil bearing Ksf 1226.72 1500 0.818 Pass Moment, positive kip_ft 0.82 22.5 0.036 Pass Moment, negative kip_ft 0.71 22.5 0.032 Pass Shear kip 0.25 14.4 0.017 Pass Pad footing details Length of footing L=22.5 ft Width of footing b=12 in Footing area A=1.87 ft2 Depth of footing H=32 in Density of concrete mass=145 lb/ft3 load case : Eh , W , Weight , D , L , Lr Point loads P (Kip) a (ft) loadCase -0.27 6 Eh -0.23 6 W 0.27 21.5 Eh 0.23 21.5 W Page 230 of 290 Eh W Distributed Loads W1 (Kip/ft) W2 (Kip/ft) a (ft) b (ft) loadCase 0.61 0.61 0 22.5 Weight 0.332 0.332 0 22.5 D 0.282 0.282 0 22.5 L 0.074 0.074 0 22.5 Lr -0.04 -0.04 0 22.5 W Footing analysis for soil and stability Load combinations per ASCE 7-16 ASD01: +D+Weight ASD02: +D+Weight+L Page 231 of 290 ASD03: +D+Weight+Lr ASD04: +D+Weight+S ASD05: +D+Weight+0.75L+0.75Lr ASD06: +D+Weight+0.75L+0.75S ASD07: +D+Weight+0.6W+Uplift-Pos-W ASD08: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75Lr ASD09: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75S ASD10: +D+Weight+0.14D+0.14Weight+0.7Eh+Uplift-Pos-Eh ASD11: +D+Weight+0.11D+0.11Weight+0.525Eh+Uplift-Pos-Eh+0.75L+0.75S ASD12: +0.6D+0.6Weight-0.14D-0.14Weight+0.7Eh+Uplift-Pos-Eh ASD13: +D+Weight+0.14D+0.14Weight-0.7Eh+Uplift-Neg-Eh ASD14: +D+Weight+0.11D+0.11Weight-0.525Eh+Uplift-Neg-Eh+0.75L+0.75S ASD15: +0.6D+0.6Weight-0.14D-0.14Weight-0.7Eh+Uplift-Neg-Eh Load Combinations q max q min q allowed Check Bearing Stress L/6 e L' ASD01 944.09 937.81 1500 OK 3.75 0 0 ASD02 1226.72 1218.56 1500 OK 3.75 0 0 ASD03 1018.26 1011.48 1500 OK 3.75 0 0 ASD04 944.09 937.81 1500 OK 3.75 0 0 ASD05 1211.69 1203.63 1500 OK 3.75 0 0 ASD06 1156.06 1148.37 1500 OK 3.75 0 0 ASD07 939.27 894.69 1995 OK 3.75 0.1 0 ASD08 1204.72 1174.63 1995 OK 3.75 0.06 0 ASD09 1149.47 1119.01 1995 OK 3.75 0.06 0 ASD10 1103.83 1041.55 1995 OK 3.75 0.12 0 ASD11 1277.57 1233.87 1995 OK 3.75 0.08 0 ASD12 466.11 399.56 1995 OK 3.75 0.3 0 ASD13 1110.99 1034.39 1995 OK 3.75 -0.12 0 ASD14 1285.95 1225.49 1995 OK 3.75 -0.08 0 ASD15 469 396.67 1995 OK 3.75 -0.3 0 Page 232 of 290 ASD02 FOOTING DESIGN In accordance with ACI318-19 Material details Compressive strength of concrete f'c = 2500 psi Concrete type Normal Analysis and design of concrete footing Load combinations per ASCE 7-16 LRFD01: +1.4D+1.4Weight LRFD02: +1.2D+1.2Weight+1.6L+0.5Lr LRFD03: +1.2D+1.2Weight+1.6Lr+L LRFD04: +1.2D+1.2Weight+1.6Lr+0.5W+Uplift-Pos-W LRFD05: +1.2D+1.2Weight+1.6Lr-0.5W+Uplift-Neg-W LRFD06: +1.2D+1.2Weight+1.6S+L LRFD07: +1.2D+1.2Weight+1.6S+0.5W+Uplift-Pos-W LRFD08: +1.2D+1.2Weight+1.6S-0.5W+Uplift-Neg-W LRFD09: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5Lr LRFD10: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5Lr LRFD11: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5S LRFD12: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5S LRFD13: +1.2D+1.2Weight+Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD14: +1.2D+1.2Weight-Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD15: +0.9D+0.9Weight+Eh+Uplift-Pos-Eh-0.2D-0.2Weight LRFD16: +0.9D+0.9Weight-Eh+Uplift-Neg-Eh-0.2D-0.2Weight LRFD17: +0.9D+0.9Weight+W+Uplift-Pos-W LRFD18: +0.9D+0.9Weight-W Combination 2 results: Envelop X Vmax Vmin Mma x Mmi n φMn_Po s φMn_Ne g φV n Chec k V Chec k M DC R (V) DC R (M) Page 233 of 290 5.95 0.23002 - 0.21351 5 0.77 -0.7 22.5 22.5 14.4 Ok Ok 0.02 0.03 14.1 5 0.01523 5 - 0.00998 0.82 -0.63 22.5 22.5 14.4 Ok Ok 0 0.04 21.4 5 0.20648 5 - 0.24998 0.05 0 22.5 22.5 14.4 Ok Ok 0.02 0 6.15 0.06002 - 0.04351 5 0.78 -0.71 22.5 22.5 14.4 Ok Ok 0 0.03 H =32 h =30 bf =12 bw =12 tf =18 Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 15 in Yb = h-Yt15 in I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf- bw))✕tf✕(tf/2-Yt)✕(tf/2-Yt)= 27000 in4 St = I/Yt= 1800 in3 Sb = I/Yb= 1800 in3 fr = 5√fc= 250 psi φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000) φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000) φVn=0.6 * (4/3*√fc*bw*h/1000) Page 234 of 290 Sazan Project: 922 Job Ref. 1 Fondansion: Line 11 Sheet no./rev R1 Calc. by Eng. Date 2025-09-21 Chk'd by DR.Jalalpour Date 2025-09-21 App'd by DR.Rezaeian Date 2025-09-21 FOOTING ANALYSIS In accordance with ACI318-19 Overall design status PASS Overall design utilisation; 1 Description Unit Applied Resisting Utilization Result Soil bearing Ksf 1358.85 1330 1.022 Pass Moment, positive kip_ft 7.73 25.6 0.302 Pass Moment, negative kip_ft 5.75 25.6 0.225 Pass Shear kip 2.709 15.36 0.176 Pass Pad footing details Length of footing L=10 ft Width of footing b=12 in Footing area A=0.83 ft2 Depth of footing H=34 in Density of concrete mass=145 lb/ft3 load case : Eh , W , Weight , L , Lr Point loads P (Kip) a (ft) loadCase -3.16 4.2 Eh -2.65 4.2 W 3.16 9 Eh -2.65 9 W Page 235 of 290 Eh W Distributed Loads W1 (Kip/ft) W2 (Kip/ft) a (ft) b (ft) loadCase 0.63 0.63 0 10 Weight 0.182 0.182 0 10 L 0.03 0.03 0 10 Lr Footing analysis for soil and stability Load combinations per ASCE 7-16 ASD01: +D+Weight ASD02: +D+Weight+L ASD03: +D+Weight+Lr ASD04: +D+Weight+S Page 236 of 290 ASD05: +D+Weight+0.75L+0.75Lr ASD06: +D+Weight+0.75L+0.75S ASD07: +D+Weight+0.6W+Uplift-Pos-W ASD08: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75Lr ASD09: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75S ASD10: +D+Weight+0.14D+0.14Weight+0.7Eh+Uplift-Pos-Eh ASD11: +D+Weight+0.11D+0.11Weight+0.525Eh+Uplift-Pos-Eh+0.75L+0.75S ASD13: +D+Weight+0.14D+0.14Weight-0.7Eh+Uplift-Neg-Eh ASD14: +D+Weight+0.11D+0.11Weight-0.525Eh+Uplift-Neg-Eh+0.75L+0.75S Load Combinations q max q min q allowed Check Bearing Stress L/6 e L' ASD01 633.15 623.7 1000 OK 1.67 0 0 ASD02 816.06 803.88 1000 OK 1.67 0 0 ASD03 663.3 653.4 1000 OK 1.67 0 0 ASD04 633.15 623.7 1000 OK 1.67 0 0 ASD05 792.95 781.11 1000 OK 1.67 0 0 ASD06 770.33 758.84 1000 OK 1.67 0 0 ASD07 620.43 0.42 1330 OK 1.67 -1.63 0 ASD08 783.41 313.65 1330 OK 1.67 -0.69 0 ASD09 760.79 291.38 1330 OK 1.67 -0.72 0 ASD10 1348.07 84.74 1330 OK 1.67 1.48 0 ASD11 1305.23 362.19 1330 OK 1.67 0.95 0 ASD13 1358.85 73.96 1330 OK 1.67 -1.48 0 ASD14 1317.77 349.65 1330 OK 1.67 -0.95 0 ASD13 FOOTING DESIGN In accordance with ACI318-19 Material details Compressive strength of concrete f'c = 2500 psi Concrete type Normal Page 237 of 290 Analysis and design of concrete footing Load combinations per ASCE 7-16 LRFD01: +1.4D+1.4Weight LRFD02: +1.2D+1.2Weight+1.6L+0.5Lr LRFD03: +1.2D+1.2Weight+1.6Lr+L LRFD04: +1.2D+1.2Weight+1.6Lr+0.5W+Uplift-Pos-W LRFD05: +1.2D+1.2Weight+1.6Lr-0.5W+Uplift-Neg-W LRFD06: +1.2D+1.2Weight+1.6S+L LRFD07: +1.2D+1.2Weight+1.6S+0.5W+Uplift-Pos-W LRFD08: +1.2D+1.2Weight+1.6S-0.5W+Uplift-Neg-W LRFD09: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5Lr LRFD10: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5Lr LRFD11: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5S LRFD12: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5S LRFD13: +1.2D+1.2Weight+Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD14: +1.2D+1.2Weight-Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD15: +0.9D+0.9Weight+Eh+Uplift-Pos-Eh-0.2D-0.2Weight LRFD16: +0.9D+0.9Weight-Eh+Uplift-Neg-Eh-0.2D-0.2Weight LRFD18: +0.9D+0.9Weight-W Combination 2 results: Envelop X Vmax Vmin Mma x Mmi n φMn_Po s φMn_Ne g φVn Chec k V Chec k M DC R (V) DC R (M) 3.6 2.58102 5 -2.0834 6.2 -4.46 25.6 25.6 15.3 6 Ok Ok 0.17 0.24 4.2 1.66382 5 - 1.65655 7.73 -5.75 25.6 25.6 15.3 6 Ok Ok 0.11 0.3 8.9 5 2.2866 - 2.70897 5 0.55 -0.53 25.6 25.6 15.3 6 Ok Ok 0.18 0.02 4.2 1.66382 5 - 1.65655 7.73 -5.75 25.6 25.6 15.3 6 Ok Ok 0.11 0.3 Page 238 of 290 H =34 h =32 bf =12 bw =12 tf =18 Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 16 in Yb = h-Yt16 in I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf- bw))✕tf✕(tf/2-Yt)✕(tf/2-Yt)= 32768 in4 St = I/Yt= 2048 in3 Sb = I/Yb= 2048 in3 fr = 5√fc= 250 psi φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000) φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000) φVn=0.6 * (4/3*√fc*bw*h/1000) Page 239 of 290 Sazan Project: 922 Job Ref. 1 Fondansion: Line B Sheet no./rev R1 Calc. by Eng. Date 2025-09-21 Chk'd by DR.Jalalpour Date 2025-09-21 App'd by DR.Rezaeian Date 2025-09-21 FOOTING ANALYSIS In accordance with ACI318-19 Overall design status PASS Overall design utilisation; 0.878 Description Unit Applied Resisting Utilization Result Soil bearing Ksf 1317.5 1500 0.878 Pass Moment, positive kip_ft 3.17 40 0.079 Pass Moment, negative kip_ft 3.17 40 0.079 Pass Shear kip 0.711 19.2 0.037 Pass Pad footing details Length of footing L=37.9 ft Width of footing b=12 in Footing area A=3.16 ft2 Depth of footing H=42 in Density of concrete mass=145 lb/ft3 load case : Eh , W , Weight , D , L , Lr Point loads P (Kip) a (ft) loadCase -0.81 7 Eh -0.56 7 W 0.81 36.9 Eh 0.56 36.9 W Page 240 of 290 Eh W Distributed Loads W1 (Kip/ft) W2 (Kip/ft) a (ft) b (ft) loadCase 0.8 0.8 0 37.9 Weight 0.27 0.27 0 37.9 D 0.23 0.23 0 37.9 L 0.1 0.1 0 37.9 Lr -0.03 -0.03 0 37.9 W Footing analysis for soil and stability Load combinations per ASCE 7-16 ASD01: +D+Weight ASD02: +D+Weight+L Page 241 of 290 ASD03: +D+Weight+Lr ASD04: +D+Weight+S ASD05: +D+Weight+0.75L+0.75Lr ASD06: +D+Weight+0.75L+0.75S ASD07: +D+Weight+0.6W+Uplift-Pos-W ASD08: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75Lr ASD09: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75S ASD10: +D+Weight+0.14D+0.14Weight+0.7Eh+Uplift-Pos-Eh ASD11: +D+Weight+0.11D+0.11Weight+0.525Eh+Uplift-Pos-Eh+0.75L+0.75S ASD12: +0.6D+0.6Weight-0.14D-0.14Weight+0.7Eh+Uplift-Pos-Eh ASD13: +D+Weight+0.14D+0.14Weight-0.7Eh+Uplift-Neg-Eh ASD14: +D+Weight+0.11D+0.11Weight-0.525Eh+Uplift-Neg-Eh+0.75L+0.75S ASD15: +0.6D+0.6Weight-0.14D-0.14Weight-0.7Eh+Uplift-Neg-Eh Load Combinations q max q min q allowed Check Bearing Stress L/6 e L' ASD01 1070 1070 1500 OK 6.32 0 0 ASD02 1300 1300 1500 OK 6.32 0 0 ASD03 1170 1170 1500 OK 6.32 0 0 ASD04 1070 1070 1500 OK 6.32 0 0 ASD05 1317.5 1317.5 1500 OK 6.32 0 0 ASD06 1242.5 1242.5 1500 OK 6.32 0 0 ASD07 1093.96 1010.04 1995 OK 6.32 0.25 0 ASD08 1335.47 1272.53 1995 OK 6.32 0.15 0 ASD09 1260.47 1197.53 1995 OK 6.32 0.16 0 ASD10 1290.62 1148.98 1995 OK 6.32 0.37 0 ASD11 1413.31 1307.09 1995 OK 6.32 0.25 0 ASD12 563.02 421.38 1995 OK 6.32 0.91 0 ASD13 1290.62 1148.98 1995 OK 6.32 -0.37 0 ASD14 1413.31 1307.09 1995 OK 6.32 -0.25 0 ASD15 563.02 421.38 1995 OK 6.32 -0.91 0 Page 242 of 290 ASD05 FOOTING DESIGN In accordance with ACI318-19 Material details Compressive strength of concrete f'c = 2500 psi Concrete type Normal Analysis and design of concrete footing Load combinations per ASCE 7-16 LRFD01: +1.4D+1.4Weight LRFD02: +1.2D+1.2Weight+1.6L+0.5Lr LRFD03: +1.2D+1.2Weight+1.6Lr+L LRFD04: +1.2D+1.2Weight+1.6Lr+0.5W+Uplift-Pos-W LRFD05: +1.2D+1.2Weight+1.6Lr-0.5W+Uplift-Neg-W LRFD06: +1.2D+1.2Weight+1.6S+L LRFD07: +1.2D+1.2Weight+1.6S+0.5W+Uplift-Pos-W LRFD08: +1.2D+1.2Weight+1.6S-0.5W+Uplift-Neg-W LRFD09: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5Lr LRFD10: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5Lr LRFD11: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5S LRFD12: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5S LRFD13: +1.2D+1.2Weight+Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD14: +1.2D+1.2Weight-Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD15: +0.9D+0.9Weight+Eh+Uplift-Pos-Eh-0.2D-0.2Weight LRFD16: +0.9D+0.9Weight-Eh+Uplift-Neg-Eh-0.2D-0.2Weight LRFD17: +0.9D+0.9Weight+W+Uplift-Pos-W LRFD18: +0.9D+0.9Weight-W Combination 2 results: Envelop X Vmax Vmin Mma x Mmi n φMn_Po s φMn_Ne g φV n Chec k V Chec k M DC R (V) DC R (M) Page 243 of 290 36.8 5 0.70872 5 - 0.71127 5 0.01 -0.01 40 40 19.2 Ok Ok 0.04 0 26.8 0.01872 5 -0.0168 3.17 -3.17 40 40 19.2 Ok Ok 0 0.08 36.8 5 0.70872 5 - 0.71127 5 0.01 -0.01 40 40 19.2 Ok Ok 0.04 0 26.8 0.01872 5 -0.0168 3.17 -3.17 40 40 19.2 Ok Ok 0 0.08 H =42 h =40 bf =12 bw =12 tf =24 Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 20 in Yb = h-Yt20 in I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf- bw))✕tf✕(tf/2-Yt)✕(tf/2-Yt)= 64000 in4 St = I/Yt= 3200 in3 Sb = I/Yb= 3200 in3 fr = 5√fc= 250 psi φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000) φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000) φVn=0.6 * (4/3*√fc*bw*h/1000) Page 244 of 290 Sazan Project: 922 Job Ref. 1 Fondansion: Line F Sheet no./rev R1 Calc. by Eng. Date 2025-09-21 Chk'd by DR.Jalalpour Date 2025-09-21 App'd by DR.Rezaeian Date 2025-09-21 FOOTING ANALYSIS In accordance with ACI318-19 Overall design status PASS Overall design utilisation; 0.651 Description Unit Applied Resisting Utilization Result Soil bearing Ksf 976.12 1500 0.651 Pass Moment, positive kip_ft 1.16 21.8 0.053 Pass Moment, negative kip_ft 1.05 15.54 0.068 Pass Shear kip 0.57 7.8 0.073 Pass Pad footing details Length of footing L=23 ft Width of footing b=6 in Footing area A=0.96 ft2 Depth of footing H=34.5 in Density of concrete mass=145 lb/ft3 load case : W , Eh , Weight , D , L , Lr Point loads P (Kip) a (ft) loadCase -0.5 1 W -0.72 1 Eh 0.72 22 Eh 0.5 22 W Page 245 of 290 W Eh Distributed Loads W1 (Kip/ft) W2 (Kip/ft) a (ft) b (ft) loadCase 0.43 0.43 0 23 Weight 0.277 0.277 0 23 D 0.226 0.226 0 23 L 0.13 0.13 0 23 Lr Footing analysis for soil and stability Load combinations per ASCE 7-16 ASD01: +D+Weight ASD02: +D+Weight+L ASD03: +D+Weight+Lr Page 246 of 290 ASD04: +D+Weight+S ASD05: +D+Weight+0.75L+0.75Lr ASD06: +D+Weight+0.75L+0.75S ASD07: +D+Weight+0.6W+Uplift-Pos-W ASD08: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75Lr ASD09: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75S ASD10: +D+Weight+0.14D+0.14Weight+0.7Eh+Uplift-Pos-Eh ASD11: +D+Weight+0.11D+0.11Weight+0.525Eh+Uplift-Pos-Eh+0.75L+0.75S ASD12: +0.6D+0.6Weight-0.14D-0.14Weight+0.7Eh+Uplift-Pos-Eh ASD13: +D+Weight+0.14D+0.14Weight-0.7Eh+Uplift-Neg-Eh ASD14: +D+Weight+0.11D+0.11Weight-0.525Eh+Uplift-Neg-Eh+0.75L+0.75S ASD15: +0.6D+0.6Weight-0.14D-0.14Weight-0.7Eh+Uplift-Neg-Eh Load Combinations q max q min q allowed Check Bearing Stress L/6 e L' ASD01 708.54 703.93 1500 OK 3.83 0 0 ASD02 935.03 928.94 1500 OK 3.83 0 0 ASD03 838.82 833.36 1500 OK 3.83 0 0 ASD04 708.54 703.93 1500 OK 3.83 0 0 ASD05 976.12 969.77 1500 OK 3.83 0 0 ASD06 878.41 872.69 1500 OK 3.83 0 0 ASD07 775.38 637.08 1995 OK 3.83 0.39 0 ASD08 1023.36 922.53 1995 OK 3.83 0.21 0 ASD09 926.28 824.81 1995 OK 3.83 0.23 0 ASD10 922.52 687.69 1995 OK 3.83 0.57 0 ASD11 1040.16 866.31 1995 OK 3.83 0.36 0 ASD12 443.85 205.88 1995 OK 3.83 1.41 0 ASD13 927.78 682.43 1995 OK 3.83 -0.57 0 ASD14 1046.38 860.09 1995 OK 3.83 -0.36 0 ASD15 445.97 203.76 1995 OK 3.83 -1.41 0 ASD05 Page 247 of 290 FOOTING DESIGN In accordance with ACI318-19 Material details Compressive strength of concrete f'c = 2500 psi Concrete type Normal Analysis and design of concrete footing Load combinations per ASCE 7-16 LRFD01: +1.4D+1.4Weight LRFD02: +1.2D+1.2Weight+1.6L+0.5Lr LRFD03: +1.2D+1.2Weight+1.6Lr+L LRFD04: +1.2D+1.2Weight+1.6Lr+0.5W+Uplift-Pos-W LRFD05: +1.2D+1.2Weight+1.6Lr-0.5W+Uplift-Neg-W LRFD06: +1.2D+1.2Weight+1.6S+L LRFD07: +1.2D+1.2Weight+1.6S+0.5W+Uplift-Pos-W LRFD08: +1.2D+1.2Weight+1.6S-0.5W+Uplift-Neg-W LRFD09: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5Lr LRFD10: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5Lr LRFD11: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5S LRFD12: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5S LRFD13: +1.2D+1.2Weight+Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD14: +1.2D+1.2Weight-Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD15: +0.9D+0.9Weight+Eh+Uplift-Pos-Eh-0.2D-0.2Weight LRFD16: +0.9D+0.9Weight-Eh+Uplift-Neg-Eh-0.2D-0.2Weight LRFD17: +0.9D+0.9Weight+W+Uplift-Pos-W LRFD18: +0.9D+0.9Weight-W Combination 2 results: Envelop X Vmax Vmin Mma x Mmi n φMn_P os φMn_Ne g φV n Chec k V Chec k M DC R (V) DC R (M) Page 248 of 290 1 0.560395 - 0.557627 5 0.08 -0.08 21.8 15.54 7.8 Ok Ok 0.07 0.01 17.6 0.012372 5 - 0.019605 1.16 -1.02 21.8 15.54 7.8 Ok Ok 0 0.07 21.9 5 0.542372 5 - 0.569605 0.08 -0.04 21.8 15.54 7.8 Ok Ok 0.07 0 5.7 0.022372 5 - 0.009605 1.09 -1.05 21.8 15.54 7.8 Ok Ok 0 0.07 H =34.5 h =32.5 bf =12 bw =6 tf =18 Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 18.97 in Yb = h-Yt13.53 in I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf- bw))✕tf✕(tf/2-Yt)✕(tf/2-Yt)= 23590.52 in4 St = I/Yt= 1243.46 in3 Sb = I/Yb= 1743.78 in3 fr = 5√fc= 250 psi φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000) φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000) φVn=0.6 * (4/3*√fc*bw*h/1000) Page 249 of 290 Sazan Project: 922 Job Ref. 1 Foundation: PAD C1 Sheet no./rev R1 Calc. by Eng. Date 2025-07-05 Chk'd by DR.Jalalpour Date 2025-07-05 App'd by DR.Rezaeian Date 2025-07-05 FOOTING ANALYSIS In accordance with ACI318-19 Overall design status PASS Overall design utilization: 0.858 Description Unit Applied Resisting Utilization Result Soil bearing Ksf 1287.04 1500 0.858 Pass Moment, positive kip_ft 2.6 30.25 0.086 Pass Moment, negative kip_ft 0 30.25 0 Pass Shear kip 4.098 26.4 0.155 Pass Pad footing details Length of footing L=2.5 ft Width of footing b=30 in Footing area A=0.52 ft2 Depth of footing H=24 in Density of concrete mass=145 lb/ft3 load case : D , L , Lr , W , Weight Point loads P (Kip) a (ft) loadCase 2.2 1.25 D 2.47 1.25 L 2.03 1.25 Lr -1.63 1.25 W Page 250 of 290 D L Lr Page 251 of 290 W Distributed Loads W1 (Kip/ft) W2 (Kip/ft) a (ft) b (ft) loadCase 0.72 0.72 0 2.5 Weight Footing analysis for soil and stability Load combinations per ASCE 7-16 ASD01: +D+Weight ASD02: +D+Weight+L ASD03: +D+Weight+Lr ASD04: +D+Weight+S ASD05: +D+Weight+0.75L+0.75Lr ASD06: +D+Weight+0.75L+0.75S ASD07: +D+Weight+0.6W+Uplift-Pos-W ASD08: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75Lr ASD09: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75S ASD10: +D+Weight+0.14D+0.14Weight+0.7Eh+Uplift-Pos-Eh ASD11: +D+Weight+0.11D+0.11Weight+0.525Eh+Uplift-Pos-Eh+0.75L+0.75S ASD12: +0.6D+0.6Weight-0.14D-0.14Weight+0.7Eh+Uplift-Pos-Eh ASD13: +D+Weight+0.14D+0.14Weight-0.7Eh+Uplift-Neg-Eh ASD14: +D+Weight+0.11D+0.11Weight-0.525Eh+Uplift-Neg-Eh+0.75L+0.75S Page 252 of 290 ASD15: +0.6D+0.6Weight-0.14D-0.14Weight-0.7Eh+Uplift-Neg-Eh Load Combinations q max q min q allowed Check Bearing Stress L/6 e L' ASD01 682.24 597.76 1500 OK 0.42 -0.03 0 ASD02 1124.86 945.54 1500 OK 0.42 -0.04 0 ASD03 1046.02 883.58 1500 OK 0.42 -0.04 0 ASD04 682.24 597.76 1500 OK 0.42 -0.03 0 ASD05 1287.04 1072.96 1500 OK 0.42 -0.04 0 ASD06 1014.21 858.59 1500 OK 0.42 -0.03 0 ASD07 506.98 460.06 1995 OK 0.42 -0.02 0 ASD08 1155.6 969.68 1995 OK 0.42 -0.04 0 ASD09 882.76 755.32 1995 OK 0.42 -0.03 0 ASD10 777.75 681.45 1995 OK 0.42 -0.03 0 ASD11 1089.25 924.35 1995 OK 0.42 -0.03 0 ASD12 313.83 274.97 1995 OK 0.42 -0.03 0 ASD13 777.75 681.45 1995 OK 0.42 -0.03 0 ASD14 1089.25 924.35 1995 OK 0.42 -0.03 0 ASD15 313.83 274.97 1995 OK 0.42 -0.03 0 ASD05 FOOTING DESIGN In accordance with ACI318-19 Material details Compressive strength of concrete f'c = 2500 psi Concrete type Normal Analysis and design of concrete footing Load combinations per ASCE 7-16 LRFD01: +1.4D+1.4Weight LRFD02: +1.2D+1.2Weight+1.6L+0.5Lr LRFD03: +1.2D+1.2Weight+1.6Lr+L LRFD04: +1.2D+1.2Weight+1.6Lr+0.5W+Uplift-Pos-W Page 253 of 290 LRFD05: +1.2D+1.2Weight+1.6Lr-0.5W+Uplift-Neg-W LRFD06: +1.2D+1.2Weight+1.6S+L LRFD07: +1.2D+1.2Weight+1.6S+0.5W+Uplift-Pos-W LRFD08: +1.2D+1.2Weight+1.6S-0.5W+Uplift-Neg-W LRFD09: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5Lr LRFD10: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5Lr LRFD11: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5S LRFD12: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5S LRFD13: +1.2D+1.2Weight+Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD14: +1.2D+1.2Weight-Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD15: +0.9D+0.9Weight+Eh+Uplift-Pos-Eh-0.2D-0.2Weight LRFD16: +0.9D+0.9Weight-Eh+Uplift-Neg-Eh-0.2D-0.2Weight LRFD17: +0.9D+0.9Weight+W+Uplift-Pos-W LRFD18: +0.9D+0.9Weight-W Combination 2 results: Envelop X Vmax Vmin Mmax Mmin φMn_Pos φMn_Neg φVn Check V Check M DCR (V) DCR (M) 1.15 4.0916 0 2.39 0 30.25 30.25 26.4 Ok Ok 0.15 0.08 1.2 0 - 4.0984 2.6 0 30.25 30.25 26.4 Ok Ok 0.16 0.09 1.2 0 - 4.0984 2.6 0 30.25 30.25 26.4 Ok Ok 0.16 0.09 2.5 0 0 0 0 30.25 30.25 26.4 Ok Ok 0 0 H =24 h =22 Page 254 of 290 bf =30 bw =30 tf =10 Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 11 in Yb = h-Yt11 in I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf- bw))✕tf✕(tf/2-Yt)✕(tf/2-Yt)= 26620 in4 St = I/Yt= 2420 in3 Sb = I/Yb= 2420 in3 fr = 5√fc= 250 psi φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000) φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000) φVn=0.6 * (4/3*√fc*bw*h/1000) Page 255 of 290 Sazan Project: 922 Job Ref. 1 Foundation: PAD C6 Sheet no./rev R1 Calc. by Eng. Date 2025-07-05 Chk'd by DR.Jalalpour Date 2025-07-05 App'd by DR.Rezaeian Date 2025-07-05 FOOTING ANALYSIS In accordance with ACI318-19 Overall design status PASS Overall design utilization: 0.681 Description Unit Applied Resisting Utilization Result Soil bearing Ksf 1021 1500 0.681 Pass Moment, positive kip_ft 1.1 24.2 0.045 Pass Moment, negative kip_ft 0.02 24.2 0.001 Pass Shear kip 2.183 21.12 0.103 Pass Pad footing details Length of footing L=2 ft Width of footing b=24 in Footing area A=0.33 ft2 Depth of footing H=24 in Density of concrete mass=145 lb/ft3 load case : D , L , Lr , W , Weight Point loads P (Kip) a (ft) loadCase 1.2 1 D 1.13 1 L 1.13 1 Lr -1.16 1 W Page 256 of 290 D L Lr Page 257 of 290 W Distributed Loads W1 (Kip/ft) W2 (Kip/ft) a (ft) b (ft) loadCase 0.58 0.58 0 2 Weight Footing analysis for soil and stability Load combinations per ASCE 7-16 ASD01: +D+Weight ASD02: +D+Weight+L ASD03: +D+Weight+Lr ASD04: +D+Weight+S ASD05: +D+Weight+0.75L+0.75Lr ASD06: +D+Weight+0.75L+0.75S ASD07: +D+Weight+0.6W+Uplift-Pos-W ASD08: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75Lr ASD09: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75S ASD10: +D+Weight+0.14D+0.14Weight+0.7Eh+Uplift-Pos-Eh ASD11: +D+Weight+0.11D+0.11Weight+0.525Eh+Uplift-Pos-Eh+0.75L+0.75S ASD12: +0.6D+0.6Weight-0.14D-0.14Weight+0.7Eh+Uplift-Pos-Eh ASD13: +D+Weight+0.14D+0.14Weight-0.7Eh+Uplift-Neg-Eh ASD14: +D+Weight+0.11D+0.11Weight-0.525Eh+Uplift-Neg-Eh+0.75L+0.75S Page 258 of 290 ASD15: +0.6D+0.6Weight-0.14D-0.14Weight-0.7Eh+Uplift-Neg-Eh Load Combinations q max q min q allowed Check Bearing Stress L/6 e L' ASD01 597.25 575.5 1500 OK 0.33 0 0 ASD02 879.75 858 1500 OK 0.33 0 0 ASD03 879.75 858 1500 OK 0.33 0 0 ASD04 597.25 575.5 1500 OK 0.33 0 0 ASD05 1021 999.25 1500 OK 0.33 0 0 ASD06 809.13 787.38 1500 OK 0.33 0 0 ASD07 423.25 401.5 1995 OK 0.33 0 0 ASD08 890.5 868.75 1995 OK 0.33 0 0 ASD09 678.63 656.88 1995 OK 0.33 0 0 ASD10 680.87 656.07 1995 OK 0.33 0 0 ASD11 874.82 850.68 1995 OK 0.33 0 0 ASD12 274.74 264.73 1995 OK 0.33 0 0 ASD13 680.87 656.07 1995 OK 0.33 0 0 ASD14 874.82 850.68 1995 OK 0.33 0 0 ASD15 274.74 264.73 1995 OK 0.33 0 0 ASD05 FOOTING DESIGN In accordance with ACI318-19 Material details Compressive strength of concrete f'c = 2500 psi Concrete type Normal Analysis and design of concrete footing Load combinations per ASCE 7-16 LRFD01: +1.4D+1.4Weight LRFD02: +1.2D+1.2Weight+1.6L+0.5Lr LRFD03: +1.2D+1.2Weight+1.6Lr+L LRFD04: +1.2D+1.2Weight+1.6Lr+0.5W+Uplift-Pos-W Page 259 of 290 LRFD05: +1.2D+1.2Weight+1.6Lr-0.5W+Uplift-Neg-W LRFD06: +1.2D+1.2Weight+1.6S+L LRFD07: +1.2D+1.2Weight+1.6S+0.5W+Uplift-Pos-W LRFD08: +1.2D+1.2Weight+1.6S-0.5W+Uplift-Neg-W LRFD09: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5Lr LRFD10: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5Lr LRFD11: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5S LRFD12: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5S LRFD13: +1.2D+1.2Weight+Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD14: +1.2D+1.2Weight-Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD15: +0.9D+0.9Weight+Eh+Uplift-Pos-Eh-0.2D-0.2Weight LRFD16: +0.9D+0.9Weight-Eh+Uplift-Neg-Eh-0.2D-0.2Weight LRFD17: +0.9D+0.9Weight+W+Uplift-Pos-W LRFD18: +0.9D+0.9Weight-W Combination 2 results: Envelop X Vmax Vmin Mma x Mmi n φMn_Po s φMn_Ne g φVn Chec k V Chec k M DC R (V) DC R (M) 0.9 5 2.0874 - 0.0369 5 0.99 -0.01 24.2 24.2 21.1 2 Ok Ok 0.1 0.04 1 0.0430 5 -2.1826 1.1 -0.02 24.2 24.2 21.1 2 Ok Ok 0.1 0.05 1 0.0430 5 -2.1826 1.1 -0.02 24.2 24.2 21.1 2 Ok Ok 0.1 0.05 1 0.0430 5 -2.1826 1.1 -0.02 24.2 24.2 21.1 2 Ok Ok 0.1 0.05 Page 260 of 290 H =24 h =22 bf =24 bw =24 tf =10 Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 11 in Yb = h-Yt11 in I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf- bw))✕tf✕(tf/2-Yt)✕(tf/2-Yt)= 21296 in4 St = I/Yt= 1936 in3 Sb = I/Yb= 1936 in3 fr = 5√fc= 250 psi φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000) φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000) φVn=0.6 * (4/3*√fc*bw*h/1000) Page 261 of 290 Sazan Project: 922 Job Ref. 1 Foundation: PAD FC1 Sheet no./rev R1 Calc. by Eng. Date 2025-06-23 Chk'd by DR.Jalalpour Date 2025-06-23 App'd by DR.Rezaeian Date 2025-06-23 FOOTING ANALYSIS In accordance with ACI318-19 Overall design status PASS Overall design utilization: 0.51 Description Unit Applied Resisting Utilization Result Soil bearing Ksf 764.75 1500 0.51 Pass Moment, positive kip_ft 0.72 24.2 0.03 Pass Moment, negative kip_ft 0 24.2 0 Pass Shear kip 1.423 21.12 0.067 Pass Pad footing details Length of footing L=2 ft Width of footing b=24 in Footing area A=0.33 ft2 Depth of footing H=24 in Density of concrete mass=145 lb/ft3 load case : D , L , Weight Point loads P (Kip) a (ft) loadCase 0.33 1 D 1.54 1 L Page 262 of 290 D L Distributed Loads W1 (Kip/ft) W2 (Kip/ft) a (ft) b (ft) loadCase 0.58 0.58 0 2 Weight Footing analysis for soil and stability Load combinations per ASCE 7-16 ASD01: +D+Weight ASD02: +D+Weight+L ASD03: +D+Weight+Lr ASD04: +D+Weight+S ASD05: +D+Weight+0.75L+0.75Lr Page 263 of 290 ASD06: +D+Weight+0.75L+0.75S ASD07: +D+Weight+0.6W+Uplift-Pos-W ASD08: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75Lr ASD09: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75S ASD10: +D+Weight+0.14D+0.14Weight+0.7Eh+Uplift-Pos-Eh ASD11: +D+Weight+0.11D+0.11Weight+0.525Eh+Uplift-Pos-Eh+0.75L+0.75S ASD12: +0.6D+0.6Weight-0.14D-0.14Weight+0.7Eh+Uplift-Pos-Eh ASD13: +D+Weight+0.14D+0.14Weight-0.7Eh+Uplift-Neg-Eh ASD14: +D+Weight+0.11D+0.11Weight-0.525Eh+Uplift-Neg-Eh+0.75L+0.75S ASD15: +0.6D+0.6Weight-0.14D-0.14Weight-0.7Eh+Uplift-Neg-Eh Load Combinations q max q min q allowed Check Bearing Stress L/6 e L' ASD01 379.75 358 1500 OK 0.33 0 0 ASD02 764.75 743 1500 OK 0.33 0 0 ASD03 379.75 358 1500 OK 0.33 0 0 ASD04 379.75 358 1500 OK 0.33 0 0 ASD05 668.5 646.75 1500 OK 0.33 0 0 ASD06 668.5 646.75 1500 OK 0.33 0 0 ASD07 379.75 358 1995 OK 0.33 0 0 ASD08 668.5 646.75 1995 OK 0.33 0 0 ASD09 668.5 646.75 1995 OK 0.33 0 0 ASD10 432.92 408.12 1995 OK 0.33 0 0 ASD11 710.27 686.13 1995 OK 0.33 0 0 ASD12 174.69 164.68 1995 OK 0.33 0 0 ASD13 432.92 408.12 1995 OK 0.33 0 0 ASD14 710.27 686.13 1995 OK 0.33 0 0 ASD15 174.69 164.68 1995 OK 0.33 0 0 ASD02 FOOTING DESIGN In accordance with ACI318-19 Page 264 of 290 Material details Compressive strength of concrete f'c = 2500 psi Concrete type Normal Analysis and design of concrete footing Load combinations per ASCE 7-16 LRFD01: +1.4D+1.4Weight LRFD02: +1.2D+1.2Weight+1.6L+0.5Lr LRFD03: +1.2D+1.2Weight+1.6Lr+L LRFD04: +1.2D+1.2Weight+1.6Lr+0.5W+Uplift-Pos-W LRFD05: +1.2D+1.2Weight+1.6Lr-0.5W+Uplift-Neg-W LRFD06: +1.2D+1.2Weight+1.6S+L LRFD07: +1.2D+1.2Weight+1.6S+0.5W+Uplift-Pos-W LRFD08: +1.2D+1.2Weight+1.6S-0.5W+Uplift-Neg-W LRFD09: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5Lr LRFD10: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5Lr LRFD11: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5S LRFD12: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5S LRFD13: +1.2D+1.2Weight+Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD14: +1.2D+1.2Weight-Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD15: +0.9D+0.9Weight+Eh+Uplift-Pos-Eh-0.2D-0.2Weight LRFD16: +0.9D+0.9Weight-Eh+Uplift-Neg-Eh-0.2D-0.2Weight LRFD17: +0.9D+0.9Weight+W+Uplift-Pos-W LRFD18: +0.9D+0.9Weight-W Combination 2 results: Envelop X Vmax Vmin Mma x Mmi n φMn_Po s φMn_Ne g φVn Chec k V Chec k M DC R (V) DC R (M) 0.9 5 1.367 4 0 0.65 0 24.2 24.2 21.1 2 Ok Ok 0.06 0.03 1 0 - 1.422 6 0.72 0 24.2 24.2 21.1 2 Ok Ok 0.07 0.03 Page 265 of 290 1 0 - 1.422 6 0.72 0 24.2 24.2 21.1 2 Ok Ok 0.07 0.03 1.9 5 0 -0.1 0 0 24.2 24.2 21.1 2 Ok Ok 0 0 H =24 h =22 bf =24 bw =24 tf =10 Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 11 in Yb = h-Yt11 in I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf- bw))✕tf✕(tf/2-Yt)✕(tf/2-Yt)= 21296 in4 St = I/Yt= 1936 in3 Sb = I/Yb= 1936 in3 fr = 5√fc= 250 psi φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000) φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000) φVn=0.6 * (4/3*√fc*bw*h/1000) Page 266 of 290 Sazan Project: 922 Job Ref. 1 Foundation: PAD JHDR4-LEFT Sheet no./rev R1 Calc. by Eng. Date 2025-07-05 Chk'd by DR.Jalalpour Date 2025-07-05 App'd by DR.Rezaeian Date 2025-07-05 FOOTING ANALYSIS In accordance with ACI318-19 Overall design status PASS Overall design utilization: 0.798 Description Unit Applied Resisting Utilization Result Soil bearing Ksf 1197.22 1500 0.798 Pass Moment, positive kip_ft 4.18 36.3 0.115 Pass Moment, negative kip_ft 0 36.3 0 Pass Shear kip 5.404 31.68 0.171 Pass Pad footing details Length of footing L=3 ft Width of footing b=36 in Footing area A=0.75 ft2 Depth of footing H=24 in Density of concrete mass=145 lb/ft3 load case : D , L , Lr , W , Weight Point loads P (Kip) a (ft) loadCase 3.35 1.5 D 2.71 1.5 L 2.55 1.5 Lr -2.55 1.5 W Page 267 of 290 D L Lr Page 268 of 290 W Distributed Loads W1 (Kip/ft) W2 (Kip/ft) a (ft) b (ft) loadCase 0.87 0.87 0 2 Weight Footing analysis for soil and stability Load combinations per ASCE 7-16 ASD01: +D+Weight ASD02: +D+Weight+L ASD03: +D+Weight+Lr ASD04: +D+Weight+S ASD05: +D+Weight+0.75L+0.75Lr ASD06: +D+Weight+0.75L+0.75S ASD07: +D+Weight+0.6W+Uplift-Pos-W ASD08: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75Lr ASD09: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75S ASD10: +D+Weight+0.14D+0.14Weight+0.7Eh+Uplift-Pos-Eh ASD11: +D+Weight+0.11D+0.11Weight+0.525Eh+Uplift-Pos-Eh+0.75L+0.75S ASD12: +0.6D+0.6Weight-0.14D-0.14Weight+0.7Eh+Uplift-Pos-Eh ASD13: +D+Weight+0.14D+0.14Weight-0.7Eh+Uplift-Neg-Eh ASD14: +D+Weight+0.11D+0.11Weight-0.525Eh+Uplift-Neg-Eh+0.75L+0.75S Page 269 of 290 ASD15: +0.6D+0.6Weight-0.14D-0.14Weight-0.7Eh+Uplift-Neg-Eh Load Combinations q max q min q allowed Check Bearing Stress L/6 e L' ASD01 758.89 372.22 1500 OK 0.5 -0.17 0 ASD02 1060 673.33 1500 OK 0.5 -0.11 0 ASD03 1042.22 655.56 1500 OK 0.5 -0.11 0 ASD04 758.89 372.22 1500 OK 0.5 -0.17 0 ASD05 1197.22 810.56 1500 OK 0.5 -0.1 0 ASD06 984.72 598.06 1500 OK 0.5 -0.12 0 ASD07 588.89 202.22 1995 OK 0.5 -0.24 0 ASD08 1069.72 683.06 1995 OK 0.5 -0.11 0 ASD09 857.22 470.56 1995 OK 0.5 -0.15 0 ASD10 865.13 424.33 1995 OK 0.5 -0.17 0 ASD11 1068.2 639 1995 OK 0.5 -0.13 0 ASD12 349.09 171.22 1995 OK 0.5 -0.17 0 ASD13 865.13 424.33 1995 OK 0.5 -0.17 0 ASD14 1068.2 639 1995 OK 0.5 -0.13 0 ASD15 349.09 171.22 1995 OK 0.5 -0.17 0 ASD05 FOOTING DESIGN In accordance with ACI318-19 Material details Compressive strength of concrete f'c = 2500 psi Concrete type Normal Analysis and design of concrete footing Load combinations per ASCE 7-16 LRFD01: +1.4D+1.4Weight LRFD02: +1.2D+1.2Weight+1.6L+0.5Lr LRFD03: +1.2D+1.2Weight+1.6Lr+L LRFD04: +1.2D+1.2Weight+1.6Lr+0.5W+Uplift-Pos-W Page 270 of 290 LRFD05: +1.2D+1.2Weight+1.6Lr-0.5W+Uplift-Neg-W LRFD06: +1.2D+1.2Weight+1.6S+L LRFD07: +1.2D+1.2Weight+1.6S+0.5W+Uplift-Pos-W LRFD08: +1.2D+1.2Weight+1.6S-0.5W+Uplift-Neg-W LRFD09: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5Lr LRFD10: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5Lr LRFD11: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5S LRFD12: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5S LRFD13: +1.2D+1.2Weight+Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD14: +1.2D+1.2Weight-Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD15: +0.9D+0.9Weight+Eh+Uplift-Pos-Eh-0.2D-0.2Weight LRFD16: +0.9D+0.9Weight-Eh+Uplift-Neg-Eh-0.2D-0.2Weight LRFD17: +0.9D+0.9Weight+W+Uplift-Pos-W LRFD18: +0.9D+0.9Weight-W Combination 2 results: Envelop X Vmax Vmin Mma x Mmi n φMn_Po s φMn_Ne g φVn Chec k V Chec k M DC R (V) DC R (M) 1.4 5 5.246 1 0 3.92 0 36.3 36.3 31.6 8 Ok Ok 0.17 0.11 1.5 0 - 5.403 9 4.18 0 36.3 36.3 31.6 8 Ok Ok 0.17 0.12 1.5 0 - 5.403 9 4.18 0 36.3 36.3 31.6 8 Ok Ok 0.17 0.12 3 0 0 0 0 36.3 36.3 31.6 8 Ok Ok 0 0 Page 271 of 290 H =24 h =22 bf =36 bw =36 tf =10 Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 11 in Yb = h-Yt11 in I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf- bw))✕tf✕(tf/2-Yt)✕(tf/2-Yt)= 31944 in4 St = I/Yt= 2904 in3 Sb = I/Yb= 2904 in3 fr = 5√fc= 250 psi φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000) φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000) φVn=0.6 * (4/3*√fc*bw*h/1000) Page 272 of 290 Sazan Project: 922 Job Ref. 1 Foundation: PAD JHDR9-LEFT Sheet no./rev R1 Calc. by Eng. Date 2025-07-05 Chk'd by DR.Jalalpour Date 2025-07-05 App'd by DR.Rezaeian Date 2025-07-05 FOOTING ANALYSIS In accordance with ACI318-19 Overall design status PASS Overall design utilization: 0.566 Description Unit Applied Resisting Utilization Result Soil bearing Ksf 849.75 1500 0.566 Pass Moment, positive kip_ft 0.83 24.2 0.034 Pass Moment, negative kip_ft 0 24.2 0 Pass Shear kip 1.643 21.12 0.078 Pass Pad footing details Length of footing L=2 ft Width of footing b=24 in Footing area A=0.33 ft2 Depth of footing H=24 in Density of concrete mass=145 lb/ft3 load case : D , L , Lr , W , Weight Point loads P (Kip) a (ft) loadCase 0.95 1 D 0.9 1 L 0.78 1 Lr -0.78 1 W Page 273 of 290 D L Lr Page 274 of 290 W Distributed Loads W1 (Kip/ft) W2 (Kip/ft) a (ft) b (ft) loadCase 0.58 0.58 0 2 Weight Footing analysis for soil and stability Load combinations per ASCE 7-16 ASD01: +D+Weight ASD02: +D+Weight+L ASD03: +D+Weight+Lr ASD04: +D+Weight+S ASD05: +D+Weight+0.75L+0.75Lr ASD06: +D+Weight+0.75L+0.75S ASD07: +D+Weight+0.6W+Uplift-Pos-W ASD08: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75Lr ASD09: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75S ASD10: +D+Weight+0.14D+0.14Weight+0.7Eh+Uplift-Pos-Eh ASD11: +D+Weight+0.11D+0.11Weight+0.525Eh+Uplift-Pos-Eh+0.75L+0.75S ASD12: +0.6D+0.6Weight-0.14D-0.14Weight+0.7Eh+Uplift-Pos-Eh ASD13: +D+Weight+0.14D+0.14Weight-0.7Eh+Uplift-Neg-Eh ASD14: +D+Weight+0.11D+0.11Weight-0.525Eh+Uplift-Neg-Eh+0.75L+0.75S Page 275 of 290 ASD15: +0.6D+0.6Weight-0.14D-0.14Weight-0.7Eh+Uplift-Neg-Eh Load Combinations q max q min q allowed Check Bearing Stress L/6 e L' ASD01 534.75 513 1500 OK 0.33 0 0 ASD02 759.75 738 1500 OK 0.33 0 0 ASD03 729.75 708 1500 OK 0.33 0 0 ASD04 534.75 513 1500 OK 0.33 0 0 ASD05 849.75 828 1500 OK 0.33 0 0 ASD06 703.5 681.75 1500 OK 0.33 0 0 ASD07 417.75 396 1995 OK 0.33 0 0 ASD08 762 740.25 1995 OK 0.33 0 0 ASD09 615.75 594 1995 OK 0.33 0 0 ASD10 609.62 584.82 1995 OK 0.33 0 0 ASD11 762.32 738.18 1995 OK 0.33 0 0 ASD12 245.99 235.98 1995 OK 0.33 0 0 ASD13 609.62 584.82 1995 OK 0.33 0 0 ASD14 762.32 738.18 1995 OK 0.33 0 0 ASD15 245.99 235.98 1995 OK 0.33 0 0 ASD05 FOOTING DESIGN In accordance with ACI318-19 Material details Compressive strength of concrete f'c = 2500 psi Concrete type Normal Analysis and design of concrete footing Load combinations per ASCE 7-16 LRFD01: +1.4D+1.4Weight LRFD02: +1.2D+1.2Weight+1.6L+0.5Lr LRFD03: +1.2D+1.2Weight+1.6Lr+L LRFD04: +1.2D+1.2Weight+1.6Lr+0.5W+Uplift-Pos-W Page 276 of 290 LRFD05: +1.2D+1.2Weight+1.6Lr-0.5W+Uplift-Neg-W LRFD06: +1.2D+1.2Weight+1.6S+L LRFD07: +1.2D+1.2Weight+1.6S+0.5W+Uplift-Pos-W LRFD08: +1.2D+1.2Weight+1.6S-0.5W+Uplift-Neg-W LRFD09: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5Lr LRFD10: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5Lr LRFD11: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5S LRFD12: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5S LRFD13: +1.2D+1.2Weight+Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD14: +1.2D+1.2Weight-Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD15: +0.9D+0.9Weight+Eh+Uplift-Pos-Eh-0.2D-0.2Weight LRFD16: +0.9D+0.9Weight-Eh+Uplift-Neg-Eh-0.2D-0.2Weight LRFD17: +0.9D+0.9Weight+W+Uplift-Pos-W LRFD18: +0.9D+0.9Weight-W Combination 2 results: Envelop X Vmax Vmin Mma x Mmi n φMn_Po s φMn_Ne g φVn Chec k V Chec k M DC R (V) DC R (M) 0.9 5 1.567 4 0 0.75 0 24.2 24.2 21.1 2 Ok Ok 0.07 0.03 1 0 - 1.642 6 0.83 0 24.2 24.2 21.1 2 Ok Ok 0.08 0.03 1 0 - 1.642 6 0.83 0 24.2 24.2 21.1 2 Ok Ok 0.08 0.03 1.9 5 0 -0.12 0 0 24.2 24.2 21.1 2 Ok Ok 0.01 0 Page 277 of 290 H =24 h =22 bf =24 bw =24 tf =10 Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 11 in Yb = h-Yt11 in I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf- bw))✕tf✕(tf/2-Yt)✕(tf/2-Yt)= 21296 in4 St = I/Yt= 1936 in3 Sb = I/Yb= 1936 in3 fr = 5√fc= 250 psi φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000) φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000) φVn=0.6 * (4/3*√fc*bw*h/1000) Page 278 of 290 Sazan Project: 922 Job Ref. 1 Foundation: PAD HARDY Sheet no./rev R1 Calc. by Eng. Date 2025-07-06 Chk'd by DR.Jalalpour Date 2025-07-06 App'd by DR.Rezaeian Date 2025-07-06 FOOTING ANALYSIS In accordance with ACI318-19 Overall design status PASS Overall design utilization: 0.829 Description Unit Applied Resisting Utilization Result Soil bearing Ksf 1654.2 1995 0.829 Pass Moment, positive kip_ft 8.36 26.22 0.319 Pass Moment, negative kip_ft 4.72 26.22 0.18 Pass Shear kip 5.901 22.88 0.258 Pass Pad footing details Length of footing L=7.7 ft Width of footing b=26 in Footing area A=1.39 ft2 Depth of footing H=24 in Density of concrete mass=145 lb/ft3 load case : Eh , W , D , Lr , Weight Point loads P (Kip) a (ft) loadCase -8.17 2.85 Eh -4.59 2.85 W 8.17 4.85 Eh 4.59 4.85 W 1.48 2 D 0.71 2 Lr -0.6 1.9 W 1.5 5.7 D Page 279 of 290 Eh W D Page 280 of 290 Lr Distributed Loads W1 (Kip/ft) W2 (Kip/ft) a (ft) b (ft) loadCase 0.63 0.63 0 7.7 Weight Footing analysis for soil and stability Load combinations per ASCE 7-16 ASD01: +D+Weight ASD02: +D+Weight+L ASD03: +D+Weight+Lr ASD04: +D+Weight+S ASD05: +D+Weight+0.75L+0.75Lr ASD06: +D+Weight+0.75L+0.75S ASD07: +D+Weight+0.6W+Uplift-Pos-W ASD08: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75Lr ASD09: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75S ASD07-1: +D+Weight-0.6W+Uplift-Pos-W ASD08-1: +D+Weight+0.75L-0.45W+Uplift-Pos-W+0.75Lr ASD09-1: +D+Weight+0.75L-0.45W+Uplift-Pos-W+0.75S ASD10: +D+Weight+0.14D+0.14Weight+0.7Eh+Uplift-Pos-Eh ASD11: +D+Weight+0.11D+0.11Weight+0.525Eh+Uplift-Pos-Eh+0.75L+0.75S Page 281 of 290 ASD12: +0.6D+0.6Weight-0.14D-0.14Weight+0.7Eh+Uplift-Pos-Eh ASD13: +D+Weight+0.14D+0.14Weight-0.7Eh+Uplift-Neg-Eh ASD14: +D+Weight+0.11D+0.11Weight-0.525Eh+Uplift-Neg-Eh+0.75L+0.75S ASD15: +0.6D+0.6Weight-0.14D-0.14Weight-0.7Eh+Uplift-Neg-Eh Load Combinations q max q min q allowed Check Bearing Stress L/6 e L' ASD01 471.12 467.66 1500 OK 1.28 0 0 ASD02 471.12 467.66 1500 OK 1.28 0 0 ASD03 571.57 452.33 1500 OK 1.28 -0.15 0 ASD04 471.12 467.66 1500 OK 1.28 0 0 ASD05 545.59 457.03 1500 OK 1.28 -0.11 0 ASD06 471.12 467.66 1500 OK 1.28 0 0 ASD07 739.59 156.04 1995 OK 1.28 0.84 0 ASD07-1 779.29 202.65 1995 OK 1.28 -0.75 0 ASD08 658.38 311.87 1995 OK 1.28 0.46 0 ASD08-1 779.31 255.67 1995 OK 1.28 -0.65 0 ASD09 672.47 233.94 1995 OK 1.28 0.62 0 ASD09-1 701.38 269.77 1995 OK 1.28 -0.57 0 ASD10 1071.31 0 1995 OK 1.28 1.29 0.01 ASD11 923.61 118.43 1995 OK 1.28 0.99 0 ASD12 1654.2 0 1995 OK 1.28 3.18 5.69 ASD13 1067.36 2.85 1995 OK 1.28 -1.28 0 ASD14 919.78 122.27 1995 OK 1.28 -0.98 0 ASD15 1631.19 0 1995 OK 1.28 -3.17 2.04 ASD12 FOOTING DESIGN In accordance with ACI318-19 Material details Compressive strength of concrete f'c = 2500 psi Concrete type Normal Analysis and design of concrete footing Page 282 of 290 Load combinations per ASCE 7-16 LRFD01: +1.4D+1.4Weight LRFD02: +1.2D+1.2Weight+1.6L+0.5Lr LRFD03: +1.2D+1.2Weight+1.6Lr+L LRFD04: +1.2D+1.2Weight+1.6Lr+0.5W+Uplift-Pos-W LRFD05: +1.2D+1.2Weight+1.6Lr-0.5W+Uplift-Neg-W LRFD06: +1.2D+1.2Weight+1.6S+L LRFD07: +1.2D+1.2Weight+1.6S+0.5W+Uplift-Pos-W LRFD08: +1.2D+1.2Weight+1.6S-0.5W+Uplift-Neg-W LRFD09: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5Lr LRFD10: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5Lr LRFD11: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5S LRFD12: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5S LRFD13: +1.2D+1.2Weight+Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD14: +1.2D+1.2Weight-Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD15: +0.9D+0.9Weight+Eh+Uplift-Pos-Eh-0.2D-0.2Weight LRFD16: +0.9D+0.9Weight-Eh+Uplift-Neg-Eh-0.2D-0.2Weight LRFD17: +0.9D+0.9Weight+W+Uplift-Pos-W LRFD18: +0.9D+0.9Weight-W Combination 2 results: Envelop X Vmax Vmin Mma x Mmi n φMn_Po s φMn_Ne g φVn Chec k V Chec k M DC R (V) DC R (M) 2.8 5.90102 5 - 5.76795 8 -4.37 26.22 26.22 22.8 8 Ok Ok 0.26 0.31 4.8 3.51205 - 3.14897 5 8.36 -4.72 26.22 26.22 22.8 8 Ok Ok 0.15 0.32 4.7 5 5.63205 - 5.81897 5 8.11 -4.49 26.22 26.22 22.8 8 Ok Ok 0.25 0.31 4.8 3.51205 - 3.14897 5 8.36 -4.72 26.22 26.22 22.8 8 Ok Ok 0.15 0.32 Page 283 of 290 H =24 h =22 bf =26 bw =26 tf =10 Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 11 in Yb = h-Yt11 in I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf- bw))✕tf✕(tf/2-Yt)✕(tf/2-Yt)= 23070.67 in4 St = I/Yt= 2097.33 in3 Sb = I/Yb= 2097.33 in3 fr = 5√fc= 250 psi φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000) φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000) φVn=0.6 * (4/3*√fc*bw*h/1000) Page 284 of 290 Sazan Project: 922 Job Ref. 1 Fondansion: PAD C8 Sheet no./rev R1 Calc. by Eng. Date 2025-07-05 Chk'd by DR.Jalalpour Date 2025-07-05 App'd by DR.Rezaeian Date 2025-07-05 FOOTING ANALYSIS In accordance with ACI318-19 Overall design status PASS Overall design utilisation; 1 Description Unit Applied Resisting Utilization Result Soil bearing Ksf 1513.61 1500 1.009 Pass Moment, positive kip_ft 6.17 36.3 0.17 Pass Moment, negative kip_ft 0 36.3 0 Pass Shear kip 8.224 31.68 0.26 Pass Pad footing details Length of footing L=3 ft Width of footing b=36 in Footing area A=0.75 ft2 Depth of footing H=24 in Density of concrete mass=145 lb/ft3 load case : D , L , Lr , W , Weight Point loads P (Kip) a (ft) loadCase 4.72 1.5 D 4.41 1.5 L 3.98 1.5 Lr -3.48 1.5 W Page 285 of 290 D L Lr Page 286 of 290 W Distributed Loads W1 (Kip/ft) W2 (Kip/ft) a (ft) b (ft) loadCase 0.87 0.87 0 3 Weight Footing analysis for soil and stability Load combinations per ASCE 7-16 ASD01: +D+Weight ASD02: +D+Weight+L ASD03: +D+Weight+Lr ASD04: +D+Weight+S ASD05: +D+Weight+0.75L+0.75Lr ASD06: +D+Weight+0.75L+0.75S ASD07: +D+Weight+0.6W+Uplift-Pos-W ASD08: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75Lr ASD09: +D+Weight+0.75L+0.45W+Uplift-Pos-W+0.75S ASD10: +D+Weight+0.14D+0.14Weight+0.7Eh+Uplift-Pos-Eh ASD11: +D+Weight+0.11D+0.11Weight+0.525Eh+Uplift-Pos-Eh+0.75L+0.75S ASD12: +0.6D+0.6Weight-0.14D-0.14Weight+0.7Eh+Uplift-Pos-Eh ASD13: +D+Weight+0.14D+0.14Weight-0.7Eh+Uplift-Neg-Eh ASD14: +D+Weight+0.11D+0.11Weight-0.525Eh+Uplift-Neg-Eh+0.75L+0.75S Page 287 of 290 ASD15: +0.6D+0.6Weight-0.14D-0.14Weight-0.7Eh+Uplift-Neg-Eh Load Combinations q max q min q allowed Check Bearing Stress L/6 e L' ASD01 814.44 814.44 1500 OK 0.5 0 0 ASD02 1304.44 1304.44 1500 OK 0.5 0 0 ASD03 1256.67 1256.67 1500 OK 0.5 0 0 ASD04 814.44 814.44 1500 OK 0.5 0 0 ASD05 1513.61 1513.61 1500 OK 0.5 0 0 ASD06 1181.94 1181.94 1500 OK 0.5 0 0 ASD07 582.44 582.44 1995 OK 0.5 0 0 ASD08 1339.61 1339.61 1995 OK 0.5 0 0 ASD09 1007.94 1007.94 1995 OK 0.5 0 0 ASD10 928.47 928.47 1995 OK 0.5 0 0 ASD11 1271.53 1271.53 1995 OK 0.5 0 0 ASD12 374.64 374.64 1995 OK 0.5 0 0 ASD13 928.47 928.47 1995 OK 0.5 0 0 ASD14 1271.53 1271.53 1995 OK 0.5 0 0 ASD15 374.64 374.64 1995 OK 0.5 0 0 ASD05 FOOTING DESIGN In accordance with ACI318-19 Material details Compressive strength of concrete f'c = 2500 psi Concrete type Normal Analysis and design of concrete footing Load combinations per ASCE 7-16 LRFD01: +1.4D+1.4Weight LRFD02: +1.2D+1.2Weight+1.6L+0.5Lr LRFD03: +1.2D+1.2Weight+1.6Lr+L LRFD04: +1.2D+1.2Weight+1.6Lr+0.5W+Uplift-Pos-W Page 288 of 290 LRFD05: +1.2D+1.2Weight+1.6Lr-0.5W+Uplift-Neg-W LRFD06: +1.2D+1.2Weight+1.6S+L LRFD07: +1.2D+1.2Weight+1.6S+0.5W+Uplift-Pos-W LRFD08: +1.2D+1.2Weight+1.6S-0.5W+Uplift-Neg-W LRFD09: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5Lr LRFD10: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5Lr LRFD11: +1.2D+1.2Weight+W+Uplift-Pos-W+L+0.5S LRFD12: +1.2D+1.2Weight-W+Uplift-Neg-W+L+0.5S LRFD13: +1.2D+1.2Weight+Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD14: +1.2D+1.2Weight-Eh+Uplift-Neg-Eh+L+0.2S+0.2D+0.2Weight LRFD15: +0.9D+0.9Weight+Eh+Uplift-Pos-Eh-0.2D-0.2Weight LRFD16: +0.9D+0.9Weight-Eh+Uplift-Neg-Eh-0.2D-0.2Weight LRFD17: +0.9D+0.9Weight+W+Uplift-Pos-W LRFD18: +0.9D+0.9Weight-W Combination 2 results: Envelop X Vmax Vmin Mma x Mmi n φMn_Po s φMn_Ne g φVn Chec k V Chec k M DC R (V) DC R (M) 1.4 5 7.946 1 0 5.76 0 36.3 36.3 31.6 8 Ok Ok 0.25 0.16 1.5 0 - 8.223 9 6.17 0 36.3 36.3 31.6 8 Ok Ok 0.26 0.17 1.5 0 - 8.223 9 6.17 0 36.3 36.3 31.6 8 Ok Ok 0.26 0.17 3 0 0 0 0 36.3 36.3 31.6 8 Ok Ok 0 0 Page 289 of 290 H =24 h =22 bf =36 bw =36 tf =10 Yt = (h✕bw✕h/2+Max(0,(bf-bw)✕tf✕tf/2))/(h✕bw+Max(0,(bf-bw)✕tf))= 11 in Yb = h-Yt11 in I = bw✕h✕h✕h/12+h✕bw✕(h/2-Yt)✕(h/2-Yt)+Max(0,(bf-bw))✕tf✕tf✕tf/12+Max(0,(bf- bw))✕tf✕(tf/2-Yt)✕(tf/2-Yt)= 31944 in4 St = I/Yt= 2904 in3 Sb = I/Yb= 2904 in3 fr = 5√fc= 250 psi φMn_Pos=0.6✕(Min(St✕0.85✕f'c, Sb✕fr)/12000) φMn_Neg=0.6✕(Min(St✕fr,Sb✕0.85✕f'c)/12000) φVn=0.6 * (4/3*√fc*bw*h/1000) Page 290 of 290