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HomeMy WebLinkAbout1306 W Raymar St - PlanCONTRACTOR INFORMATION CONTRACTOR:DVD CONSTRUCTION ADDRESS:6500 E. CARNEGIE AVE., ANAHEIM, CA 92807 PHONE: 949-864-9986 LICENSE #/TYPE: 1029241 / A , B TABLE OF CONTENTS PAGE 1 COVER PAGE PAGE 2 SITE PLAN PAGE 3 PLOT PLAN PAGE 4 SINGLE LINE DIAGRAM PAGE 5 STRUCTURAL ATTACHMENT DETAIL PAGE 6 LABELS AND WARNING SIGNAGE PAGE 7 PV MODULE SPEC SHEET PAGE 8 INVERTER SPEC SHEET PAGE 9 UL LISTING PAGE 10 GROUNDING PAGE 11 RAPID SHUTDOWN SYSTEM INFORMATION SIZE(kw): 8.550 kW (DC) / 7.706 kW (CEC-AC) MODULE TYPE: 19 CANADIAN SOLAR CS3W-450MB-AG INVERTERS(S): 19 ENPHASE IQ8M-60-72-US INVERTER TYPE: MICRO-INVERTER SCOPE OF WORK INSTALL (19) ROOF MOUNTED PV SOLAR MODULES, (19) ENPHASE IQ8M-60-72-US INVERTER(S)(240V). DV D C O N S T R U C T I O N 65 0 0 E . C A R N E G I E A V E . A N A H E I M , C A 9 2 8 0 7 PH O N E : 9 4 9 - 8 6 4 - 9 9 8 6 LI C E N S E : 1 0 2 9 2 4 1 / A , B Co n t r a c t o r ' s S i g n a t u r e : _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Pr o j e c t N a m e 8. 5 5 0 k W ( D C ) / 7 . 7 0 6 k W ( C E C - A C ) Ph o t o v o l t a i c S y s t e m RA Y M A R R E S I D E N C E 1 3 0 6 R A Y M A R S T . , SA N T A A N A , C A 92 7 0 3 DA T E : 1 0 / 1 2 / 2 0 2 2 DR A W N B Y : AA RE V I S I O N S : Page Title Block 11x17 PROJECT INFORMATION NAME:RAYMAR RESIDENCE ADDRESS:1306 RAYMAR ST., SANTA ANA, CA 92703 APN:010-022-27 JURISDICTION: CITY OF SANTA ANA OCCUPANCY GROUP: R3 CONSTRUCTION TYPE: V-B CO V E R P A G E · ALL MATERIALS, EQUIPMENT, INSTALLATION AND WORK PERFORMED SHALL BE IN ACCORDANCE WITH THE FOLLOWING CODES: - 2019 CBC / 2018 IBC - 2019 CRC / 2018 IRC - 2019 CEC / 2017 NEC - 2019 CMC / 2018 IMC - 2019 CPC / 2018 IPC - 2019 CFC / 2018 IFC - 2019 BUILDING ENERGY EFFICIENCY STANDARDS · ALL EQUIPMENT SHALL BE LISTED AND LABELED BY A RECOGNIZED ELECTRICAL TESTING LABORATORY AND L.A. TEST LAB. EQUIPMENT INSTALLED SHALL BE PER ITS LISTING REQUIREMENTS AND THE MANUFACTURER'S INSTRUCTIONS. NEC 110.2, 110.3, 690.4(B), 690.12(D). · ALL OUTDOOR EQUIPMENT SHALL BE NEMA 3R RATED, INCLUDING ALL ROOF MOUNTED TRANSITION BOXES AND SWITCHES. · ALL EQUIPMENT SHALL BE PROPERLY GROUNDED AND BONDED IN ACCORDANCE WITH NEC ARTICLE 250. · ALL PV CIRCUITS CONNECTED AND EQUIPMENT SHALL BE PROTECTED AGAINST OVERCURRENT. OVERCURRENT DEVICES SHALL BE LISTED FOR USE IN PV SYSTEMS. OVERCURRENT PROTECTIVE DEVICES SHALL NOT BE REQUIRED FOR CIRCUITS WITH SUFFICIENT AMPACITY FOR THE HIGHEST AVAILABLE CURRENT. CIRCUITS CONNECTED TO CURRENT LIMITED SUPPLIES AND ALSO CONNECTED TO SOURCES HAVING HIGHER CURRENT AVAILABILITY SHALL BE PROTECTED AT THE HIGHER CURRENT SOURCE CONNECTION. [NEC 690.9] · DISCONNECTING MEANS OF THE PV SYSTEM (INCLUDING RAPID SHUTDOWN INITIATION) SHALL BE LOCATED IN A READILY ACCESSIBLE LOCATION NEAR THE EQUIPMENT. [NEC 690.13,690.15] · RAPID SHUTDOWN EQUIPMENT TO COMPLY WITH NEC 690.12. · ENERGY STORAGE SYSTEM TERMINALS LOCATED MORE THAN 5 FEET AWAY OR ON OPPOSITE SIDE OF WALL FROM CONNECTED EQUIPMENT MUST HAVE DISCONNECTING MEANS IN ACCORDANCE WITH NEC 706.7(E) AND LABELED PER 706.7(D). OVERCURRENT PROTECTION SHALL BE PROVIDED PER 706.21(F). · THE UTILITY-INTERACTIVE INVERTERS SHALL AUTOMATICALLY DE-ENERGIZE ITS OUTPUT TO THE CONNECTED ELECTRICAL PRODUCTION AND DISTRIBUTION NETWORK VOLTAGE HAS BEEN RESTORED. [NEC 705.40] · ALL CONDUCTORS IN EXPOSED OUTDOOR LOCATIONS SHALL BE LISTED AND IDENTIFIED FOR USE IN DIRECT SUNLIGHT AND FOR THE APPLICATION. [NEC 690.31(C) THROUGH (F), 310.10(D)] · INSULATION OF EXPOSED CONDUCTORS UNDER THE MODULES SHALL BE USE-2 OR PV-WIRE TYPE FOR PV SYSTEMS (UL 4703 & 854 LISTED) [NEC 690.31(C)] · FINE-STRANDED CABLE CONNECTIONS MUST BE MADE IN LUGS AND TERMINALS TO ENSURE A THOROUGHLY GOOD CONNECTION WITHOUT DAMAGING THE CONDUCTORS. [NEC 110.14(A)] · FLEXIBLE, FINE-STRANDED CABLES SHALL BE TERMINATED ONLY WITH TERMINALS, LUGS, DEVICES, OR CONNECTORS THAT ARE IDENTIFIED AND LISTED FOR SUCH USE. [NEC 690.31(H), 110.14] · ALL PV CIRCUIT CONDUCTORS SHALL BE MARKED ON EACH END AND GROUPED FOR UNIQUE IDENTIFICATION. [NEC 690.31(B)] · ALL EXTERIOR CONDUIT, FITTINGS, AND BOXES SHALL BE RAIN TIGHT AND APPROVED FOR USE IN WET LOCATIONS. (NEC 314.15) · ALL GROUNDED, (NEUTRAL), CONDUCTORS' INSULATION SHALL BE SOLID WHITE, GRAY, OR WITH 3-WHITE STRIPES. [NEC 200.6, 200.7, 400.22; ALL GROUNDING CONDUCTORS SHALL BE OF BARE WIRE WITHOUT COVERING, OR WITH INSULATION OF GREEN OR GREEN WITH YELLOW STRIPES, NEC 250.119 & 400.23. THE COLOR OF UNGROUNDED CONDUCTORS SHALL BE OTHER THAN FOR GROUNDED, (NEUTRAL), AND GROUNDING CONDUCTORS. [NEC 310.110(C)] · MAXIMUM CONDUCTOR LENGTH BETWEEN SUPPLY SIDE CONNECTION AND OVERCURRENT PROTECTION IS 10FT. [NEC 705.31] · CONNECTIONS ON THE LOAD SIDE OF THE SERVICE DISCONNECTING MEANS OF THE OTHER SOURCE(S) AT ANY DISTRIBUTION EQUIPMENT ON THE PREMISES SHALL BE IN ACCORDANCE WITH NEC 705.12(B). · DC WIRING INSIDE A BUILDING MUST BE IN METALLIC TYPE RACEWAYS, CONDUITS, ENCLOSURES, OR CABLE SHEATHINGS. [NEC 690.31(G)] · METALLIC TYPE RACEWAYS, CONDUITS, ENCLOSURES, AND CABLE SHEATHS CONTAINING CIRCUITS OVER 250-VOLTS TO GROUND MUST BE BONDED IN ACCORDANCE WITH NEC 250.97. · CONNECTORS SHALL BE OF LATCHING OR LOCKING TYPE. CONNECTORS THAT ARE READILY ACCESSIBLE AND OPERATING AT OVER 30-VOLTS SHALL REQUIRE A TOOL TO OPEN AND MARKED "DO NOT DISCONNECT UNDER LOAD" OR "NOT FOR CURRENT INTERRUPTING." [NEC 690.33(C) & (E)(2)] · FOR PV MODULES, EQUIPMENT GROUNDING CONDUCTOR (EGC) SMALLER THAN #6-AWG SHALL BE PROTECTED FROM PHYSICAL DAMAGE BY AN IDENTIFIED RACEWAY OR CABLE ARMOR, UNLESS INSTALLED WITHIN HOLLOW SPACES OF THE FRAMING MEMBERS OF BUILDINGS OR STRUCTURES AND WHERE NOT SUBJECT TO PHYSICAL DAMAGE. [NEC 690.46, 250.120(C)] · THE INTERCONNECTION POINT SHALL BE ON THE SUPPLY SIDE OF ALL GROUND-FAULT PROTECTION EQUIPMENT. [NEC 705.32] · CABLES/WIRES THAT ARE SUBJECT TO PHYSICAL DAMAGE, SUCH AS THOSE NOT LOCATED UNDER THE MODULES, MUST BE PROTECTED. [NEC 300.4] · FOR ELECTRICAL SERVICE REPLACEMENTS, BONDING TO THE METAL PIPES OF NATURAL GAS, HOT WATER, AND COLD WATER MUST BE PROVIDED. [NEC 250.104] · GROUNDING ROD ELECTRODES SHALL BE INSTALLED 8-FT MINIMUM IN CONTACT WITH SOIL AND MINIMUM 5/8-INCH DIAMETER. [NEC 250.52(A)(5), 250.53(G)] · THE MARKINGS, "WARNING: PHOTOVOLTAIC POWER SOURCE", FOR DC RACEWAYS AND CABLE ASSEMBLIES MUST BE NO MORE THAN 10-FT O.C.; AND IS SEPARATED BY ENCLOSURES, WALLS, PARTITIONS, CEILINGS, FLOORS, OR BENDS ABOVE OR BELOW PENETRATIONS. [NEC 690.31(G)(3)&(4)] · WORKING CLEARANCES TO BE PROVIDED AT NEW AND EXISTING ELECTRICAL EQUIPMENT. [NEC 110.26] · POWER PRODUCTION SYSTEMS, AND ALL ASSOCIATED WIRING AND INTERCONNECTIONS OPERATING IN PARALLEL WITH A PRIMARY POWER SOURCE SHALL BE PERFORMED ONLY BY QUALIFIED PERSONS. [NEC 690.4(C), 705.8] · LABELS SHALL BE REFLECTIVE, AND ALL LETTERS SHALL BE CAPITALIZED AND SHALL BE A MINIMUM HEIGHT OF 3/8" IN WHITE ON A RED BACKGROUND. [NEC 690.31(G)(4) · IDENTIFICATION OF POWER SOURCE RAPID SHUTDOWN AND LABELING SHALL BE IN ACCORDANCE WITH NEC 690.56(C). · SMOKE ALARMS AND CARBON MONOXIDE ALARMS ARE REQUIRED TO BE RETROFITTED ONTO THE EXISTING DWELLING AS PER THE 2019 CRC. THESE SMOKE ALARMS ARE REQUIRED TO BE IN ALL BEDROOMS, OUTSIDE EACH BEDROOM, AND AT LEAST ONE ON EACH FLOOR OF THE HOUSE. CARBON MONOXIDE ALARMS ARE REQUIRED TO BE RETROFITTED OUTSIDE EACH BEDROOM AND AT LEAST ONE ON EACH FLOOR OF THE HOUSE. (CRC 314,315) · SMOKE ALARMS AND CARBON MONOXIDE ALARMS ARE REQUIRED PER CRC SECTIONS 314 AND 315 TO BE VERIFIED AND INSPECTED BY THE INSPECTOR IN THE FIELD. · A LADDER MUST BE PROVIDED FOR INSPECTIONS IN ACCORDANCE WITH Cal-OSHA REGULATIONS, SECURED AND EXTENDING 3-FT ABOVE THE ROOF. · ·ALL OF THE REQUIRED MARKINGS, SIGNS, AND LABELS MUST BE INSTALLED ON ALL EQUIPMENT PRIOR TO ANY INSPECTIONS. 01 OF 11 PHOTOVOLTAIC MODULES AND PANEL SYSTEMS INSTALLED ON OR INTEGRAL WITH BUILDINGS, OR TO BE FREESTANDING (NOT ATTACHED TO BUILDINGS) SHALL BE TESTED, LISTED, AND IDENTIFIED WITH A FIRE CLASSIFICATION (CLASS C MINIMUM) IN ACCORDANCE WITH UL1703. WHERE CLASS A OR B ROOFING IS REQUIRED, THE PV SOLAR SYSTEM (PV PANEL & RACK) SHALL HAVE THE SAME CLASS/TYPE RATING OR BETTER. PHOTOVOLTAIC GENERAL NOTES Bldg permit #101112706 Elect permit #20177905 Permits issued on 11/11/22 1306 W Raymar St 11/14/22 PV MODULE RATINGS BRAND AND MODEL: CANADIAN SOLAR CS3W-450MB-AG MAX POWER [Pmax] (w): 450 MAX POWER-POINT VOLTAGE [Vmp] (V): 41.10 OPEN CIRCUIT VOLTAGE [Voc] (V): 49.10 MAX POWER-POINT CURRENT [Imp] (A): 10.96 SHORT CIRCUIT CURRENT [Isc] (A): 11.60 MAX SERIES FUSE [OCPD] (A): 25 MAX SYSTEM VOLTAGE (V): 1500 PV SYSTEM RATINGS NOMINAL SYSTEM VOLTAGE (V): 240Vac AC INVERTER OUTPUT (A): 25.65 OPERATING TEMP (°C) -7° TO 39°C DV D C O N S T R U C T I O N 65 0 0 E . C A R N E G I E A V E . A N A H E I M , C A 9 2 8 0 7 PH O N E : 9 4 9 - 8 6 4 - 9 9 8 6 LI C E N S E : 1 0 2 9 2 4 1 / A , B Co n t r a c t o r ' s S i g n a t u r e : _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Pr o j e c t N a m e 8. 5 5 0 k W ( D C ) / 7 . 7 0 6 k W ( C E C - A C ) Ph o t o v o l t a i c S y s t e m RA Y M A R R E S I D E N C E 13 0 6 R A Y M A R S T . , SA N T A A N A , C A 92 7 0 3 DA T E : 10 / 1 2 / 2 0 2 2 DR A W N B Y : AA RE V I S I O N S : Page Title Block 11x17 NOTES: 1- ALL METALLIC RACEWAYS AND EQUIPMENT SHALL BE BONDED AND ELECTRICALLY CONTINUOUS (NEC 250.90, 250.96). 2- FOR SYSTEMS WITH CIRCUITS OVER 250V, GROUND BUSHINGS ARE REQUIRED AROUND PRE-PUNCHED CONCENTRIC KNOCKOUTS (NEC 250.97) 3- THE GROUNDING ELECTRODE CONDUCTOR WILL BE CONTINUOUS, EXCEPT FOR SPLICES OR JOINTS AT BUSBARS WITHIN LISTED EQUIPMENT. (NEC 250.64(C)) 4- THE EQUIPMENT GROUNDING CONDUCTOR MAY BE USED AS A GROUNDING ELECTRODE CONDUCTOR VIA EXCEPTION AS PROVIDED IN NEC 250.121. A WIRE-TYPE EGC INSTALLED IN COMPLIANCE WITH 250.6(A), II, III, VI.) 5-INSTALLER TO IDENTIFY THE EXISTING GROUNDING ELECTRODE TYPE (I.E. DRIVEN ROD, UFER, WATER PIPE, OR COMBINATION OF SOME OR ALL OF THE PREVIOUSLY MENTIONED). IN EXISTING ELECTRICAL SYSTEMS THAT USE ONLY A WATER PIPING GROUNDING ELECTRODE SYSTEM, AN ADDITIONAL GROUNDING ELECTRODE (I.E DRIVEN ROD) SHALL BE PROVIDED. (NEC 250.50) -PER NEC 250.53(A)(2), A SINGLE ROD, PIPE, OR PLATE ELECTRODE SHALL BE SUPPLEMENTED BY AN ADDITIONAL ELECTRODE OF TYPE SPECIFIED IN 250.52(A)(2) THROUGH (A)(8) SPACED NO LESS THAN 6FT APART. GEC ROD SHALL NOT BE SMALLER THAN 5/8" DIAMETER, BE NOT LESS THAN 8FT IN CONTACT WITH SOIL, AND BE OF STAINLESS STEEL, COPPER, OR ZINC COATED STEEL. GEC PIPE OR CONDUIT SHALL NOT BE LESS THAN 3/4". EXCEPTION, IF A SINGLE ROD, PIPE OR PLATE GROUNDING ELECTRODE HAS A RESISTANCE TO EARTH OF 25 OHMS OR LESS, THE SUPPLEMENTAL ELECTRODE SHALL NOT BE REQUIRED. -#4 AWG CU TO UNDERGROUND METAL WATER PIPE THAT IS A MINIMUM 10 FOOT BURIAL IN PIPE LENGTH. CONNECT GROUNDING ELECTRODE CONDUCTOR WITHIN FIVE FEET OF WHERE IT ENTERS BUILDING. 250.52(A)(1), 250.68(C). -ADDITIONAL #4 AWG CONNECTION TO UFER IF AVAILABLE PER 250.66. IF UFER NOT AVAILABLE THEN TWO #6 AWG CU CONNECTIONS TO GROUND RODS SEPARATED BY AT LEAST 6 FT IS NEEDED 250.53. MICRO INVERTER INPUT (DC SIDE) VOLTAGE: 49.10 x 1.14 x 1 = 55.97V ≤ 60V OK SHORT CIRCUIT: 11.60 x 1.25 = 14.50A < 15A OK WIRE CHECK FROM ABOVE TABLE ENPHASE Q CABLE CONTAINS (2) #12 THWN-2 AWG WIRES: 20.40A < 30A OK MAXIMUM VOLTAGE & VOLTAGE CORRECTION FACTOR (DC SIDE) [NEC 690.7] LOWEST EXPECTED AMBIENT TEMPERATURE (°C):-7°C VOLTAGE CORRECTION FACTOR:1.14 MODULE OPEN CIRCUIT VOLTAGE:49.10 MODULES PER INPUT:1 ADJUSTED VOLTAGE:55.97V MAXIMUM VOLTAGE: 60V INVERTER VALUES: INVERTER 1 BRAND AND MODEL: ENPHASE IQ8M-60-72-US INVERTER TYPE:MICRO-INVERTER MAX INPUT VOLTAGE (V):60.00 MAX INPUT CURRENT (A):15.00 NOMINAL OUTPUT VOLTAGE (V):240Vac MAX CONT. OUTPUT CURENT (A):1.35 INVERTER OCPD (A): 30 MAX POWER AT 25ºC (W): 325 SOLAR PV CIRCUIT BREAKER AIC RATING = 10kA MAIN SERVICE BUS RATING PER NEC 705.12(B)(2)(3)(b) BUSBAR: 225A x 120% = 270A TOTAL BUS LOAD: 200A + 32.1A ≤ 270A EQUIPMENT LEGEND ITEM DESCRIPTION A (N) CANADIAN SOLAR CS3W-450MB-AG MODULE B (N) NEMA 3R JUNCTION BOX C (N) NEMA 3R 60A AC DISCONNECT 240VAC 10KAIC RATING, NON-FUSIBLE, BLADE TYPE VISIBLE & LOCKABLE D (N) NEMA 3R 60A AC DISCONNECT 240VAC 10KAIC RATING, NON-FUSIBLE, BLADE TYPE VISIBLE & LOCKABLE INV #1: (N) ENPHASE IQ8M-60-72-US INVERTER EGC/GEC PER NEC 250.121, EXCEPTION 250.6(A)(II,III,IV), 250.166, 690.47, 250.64(E)(E) GROUND ELECTRODE CONDUCTOR #4 SEE NOTE 5 PV SOLAR BREAKER TO BE MOUNTED ON THE OPPOSITE END OF THE BUSBAR FARTHEST FROM THE MAIN BREAKER OR INPUT FEEDER, AND NOT TO BE AT BOTH ENDS IF IT IS A CENTER-FED PANELBOARD. 705.12 (B)(2)(3)(b) or (d) MICROINVERTER TO JBOX ITEM NUMBER OF MODULES IN CIRCUIT ADJUSTED (#Micro*1.35A*1.25) TEMP ADJUST. (7/8"+ ABOVE) CORRECTED Ifc (A) FOR WIRE SIZING AWG NEEDED NUMBER OF CONDUCTORS EGC SIZE CONDUIT 1.1 11 18.56 0.91 20.40 #12 THWN-2 L1, L2, G #6 Q CABLE 1.2 8 13.50 0.91 14.84 #12 THWN-2 L1, L2, G #6 Q CABLE INVERTER TO LOAD CENTER/MSP CALCULATION ITEM INVERTER OUTPUT (A)CONTINUOUS RESULT (A)TEMPERATURE ADJUSTMENT ADJUSTED (A)AWG NEEDED NUMBER OF CONDUCTORS EGC/GEC CONDUIT 3.1 25.65 1.25 32.06 0.91 35.23 #8 THWN-2 L1, L2, N, G #8 3/4" EMT J-BOX TO INVERTER CALCULATION ITEM OUTPUT @ LARGEST CIRCUIT TEMP. ADJUSTMENT (7/8"+ ABOVE ROOF)ADJUSTED (A) Ifc # ENERGIZED CIRCUITS IN RACEWAY RACEWAY ADJUSTMENT FACTOR ADJUSTED (A) AWG NEEDED NUMBER OF CONDUCTORS EGC SIZE CONDUIT 2.1 18.56 0.91 20.40 2 1.00 20.40 #10 THWN-2 1+, 1-, G #8 3/4" EMT 2.2 13.50 0.91 14.84 2 1.00 14.84 #10 THWN-2 1+, 1-, G #8 3/4" EMT 19 TOTAL MODULES 19 TOTAL MICRO-INVERTERS (N) 40A/2P PV BREAKER 04 OF 11 SI N G L E L I N E DI A G R A M CIRCUIT 2 - 8 MODULES #6 BARE COPPER GROUND - EQUIPMENT CIRCUIT 1 - 11 MODULES A A 1.1 1.2 G 20A/2P PV SOLAR 20A/2P PV SOLAR C 15A ENVOY G B ON OFF D 3.1 M N (E) 200A MAIN BREAKER END-FED G LINELOAD (N) 40A/2P PV BRKR (E) 225A MAIN SERVICE METER/PANEL 120/240VAC, 1PH, 3W,10KAIC TERMINALS SUITABLE FOR USE WITH 60°C/75°C CU/Al WIRE 3.12.1 2.2 1306 W Raymar St 11/14/22 10'-9" 10'-3" 36'-6" 12'-1" (E) DRIVEWAY FRONT OF RESIDENCE REAR OF RESIDENCE PR O P E R T Y L I N E MAIN RESIDENCE RAYMAR ST. PROPERTY LINE DV D C O N S T R U C T I O N 65 0 0 E . C A R N E G I E A V E . A N A H E I M , C A 9 2 8 0 7 PH O N E : 9 4 9 - 8 6 4 - 9 9 8 6 LI C E N S E : 1 0 2 9 2 4 1 / A , B Co n t r a c t o r ' s S i g n a t u r e : _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Pr o j e c t N a m e 8. 5 5 0 k W ( D C ) / 7 . 7 0 6 k W ( C E C - A C ) Ph o t o v o l t a i c S y s t e m RA Y M A R R E S I D E N C E 1 3 0 6 R A Y M A R S T . , SA N T A A N A , C A 92 7 0 3 DA T E : 1 0 / 1 2 / 2 0 2 2 DR A W N B Y : AA RE V I S I O N S : Page Title Block 11x17 N S EW SCALE: 1" = 10' 02 OF 11 SI T E P L A N 1306 W Raymar St 11/14/22 JB JB 3' 1'-6"1'-6" 1'-6" 1'-6" 1'-6" 3' 1'-6" 3' 3' 3' (E) 225A MAIN SERVICE PANEL 120/240VAC SINGLE PHASE (N) 60A AC DISCONNECT 2P - NON FUSIBLE (N) NEMA 3R JUNCTION BOX EXTERIOR CONDUIT (7/8"+ ABOVE ROOF) (N) ENPHASE AC COMBINER PANEL SYSTEM SPECIFICATIONS SIZE(kW):8.550 MODULE:(19) INVERTER(S): (19) INVERTER TYPE:MICRO-INVERTER STRING SCHEDULE: SYSTEM WEIGHT(lbs)1284.40 ARRAY AREA(sq.ft)457.20 ARRAY AZIMUTH(°):180 LBS/SQ.FT 2.81 CANADIAN SOLAR CS3W-450MB-AG ENPHASE IQ8M-60-72-US CIRCUIT 1 OF 11 MODULES CIRCUIT 2 OF 8 MODULES 1 MICRO-INVERTER PER MODULE (DC) / 7.706 kW (CEC-AC) BUILDING SPECIFICATIONS TYPE:S.F.R. STORIES:1 BUILDING HEIGHT:15 FT BUILDING SQ.FT.:2411 SQ.FT. ROOF SLOPE(S):23° / 14° ROOF FRAME MEMBER: 2"X6" RAFTERS O.C. SPACING (IN):24" MAX SPAN:11'-9" IN BETWEEN SUPPORTS MIN LAG BOLT EMBEDMENT:2-1/2" MOUNTING AND STANDOFF SPECIFICATIONS ROOFING MATERIAL:COMP. SHINGLE RACKING SYSTEM:IRONRIDGE STANDOFF DISTANCE: 4'-0" MOUNTING TYPE:FLUSH TO ROOF TILT LEG HEIGHT (IN.)N/A HEIGHT OF PV MODULE ABOVE ROOF SURFACE:4" TO 6" MAX CANTILEVER 24" DV D C O N S T R U C T I O N 65 0 0 E . C A R N E G I E A V E . A N A H E I M , C A 9 2 8 0 7 PH O N E : 9 4 9 - 8 6 4 - 9 9 8 6 LI C E N S E : 1 0 2 9 2 4 1 / A , B Co n t r a c t o r ' s S i g n a t u r e : _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Pr o j e c t N a m e 8. 5 5 0 k W ( D C ) / 7 . 7 0 6 k W ( C E C - A C ) Ph o t o v o l t a i c S y s t e m RA Y M A R R E S I D E N C E 1 3 0 6 R A Y M A R S T . , SA N T A A N A , C A 92 7 0 3 DA T E : 1 0 / 1 2 / 2 0 2 2 DR A W N B Y : AA RE V I S I O N S : Page Title Block 11x17 N S EW - SOLAR PHOTOVOLTAIC SYSTEM TO BE INSTALLED ON RESIDENTIAL STRUCTURE. -THIS SYSTEM WILL NOT BE INTERCONNECTED UNTIL APPROVAL FROM THE LOCAL JURISDICTION AND THE UTILITY IS OBTAINED. -A 36-INCH WIDE PATHWAY SHALL BE PROVIDED TO THE EMERGENCY ESCAPE AND RESCUE OPENING(S). [CRC R324.6.2.2] -IF THE EXISTING MAIN SERVICE PANEL DOES NOT HAVE A VERIFIABLE GROUNDING ELECTRODE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSTALL A SUPPLEMENTAL GROUNDING ELECTRODE. ROOF MOUNTED NOTES: SCALE: 1" = 10' R324.6.1 Pathways R324.6.2 Setback at ridge R324.6.2.1 Alternative setback at ridge Exceptions: 1. These requirements shall not apply to structures designed and constructed in accordance with the International Residential Code. 2. These requirements shall not apply to roofs with slopes of 2 units vertical in 12 units horizontal or less. ROOF ACCESS POINTS PER 2019 CRC, R324 (IFC 1204) ADDITIONAL BUILDING DATA TOTAL ARRAY AREA (SQ. FT.):457 TOTAL PLAN VIEW ROOF AREA (SQ. FT.):2413 OCCUPYING PV PERCENTAGE:18.95% SPRINKLER SYSTEM INSTALLED (IFC 903.3.1.3)NO 03 OF 11 PL O T P L A N ROOF ACCESS POINT (STREET-SIDE) 1306 W Raymar St 11/14/22 N DV D C O N S T R U C T I O N 65 0 0 E . C A R N E G I E A V E . A N A H E I M , C A 9 2 8 0 7 PH O N E : 9 4 9 - 8 6 4 - 9 9 8 6 LI C E N S E : 1 0 2 9 2 4 1 / A , B Co n t r a c t o r ' s S i g n a t u r e : _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Pr o j e c t N a m e 8. 5 5 0 k W ( D C ) / 7 . 7 0 6 k W ( C E C - A C ) Ph o t o v o l t a i c S y s t e m RA Y M A R R E S I D E N C E 13 0 6 R A Y M A R S T . , SA N T A A N A , C A 92 7 0 3 DA T E : 10 / 1 2 / 2 0 2 2 DR A W N B Y : AA RE V I S I O N S : Page Title Block 11x17 06 OF 11 SI G N A G E NEC 690.13, 690.15 - ON AC/DC DISCONNECT NEC 690.53, 690.54 - ON AC/DC DISCONNECT AC PHOTOVOLTAIC DISCONNECT NEC 690.13, 690.15 - AT J-BOXES, ENCLOSURES, DISTRIBUTION EQUIPMENT, AND AC/DC DISCONNECTS WARNING ELECTRICAL SHOCK HAZARD TERMINALS ON BOTH THE LINE AND LOAD SIDE MAY BE ENERGIZED IN THE OPEN POSITION NEC 690.56 - WITHIN 3FT OF SERVICE DISCONNECT: RAPID SHUTDOWN SWITCH FOR SOLAR PV SYSTEM WARNING POWER SOURCE OUTPUT CONNECTION DO NOT RELOCATE THIS OVERCURRENT DEVICE NEC 705.12(B)(2)(3)(b) - BY BREAKER AT DISTRIBUTION EQUIPMENT: NEC 705.12(B)(3) - AT DISTRIBUTION EQUIPMENT: NEC 705.10 - ON MAIN SERVICE PANEL: AC PHOTOVOLTAIC DISCONNECT CAUTION POWER TO THIS BUILDING IS ALSO SUPPLIED FROM THE FOLLOWING SOURCES WITH DISCONNECTS LOCATED AS SHOWN. 1306 RAYMAR ST. SANTA ANA, CA 92703 WARNING ELECTRIC SHOCK HAZARD TERMINALS ON BOTH THE LINE AND LOAD SIDES MAY BE ENERGIZED IN THE OPEN POSITION MAIN ELECTRIC SERVICE DISCONNECT SOLAR A/C DISCONNECT PV SOLAR ARRAY(S) ENPHASE AC COMBINER PANEL WARNING MULTI - POWER SUPPLY SOURCES INCLUDE: UTILITY GRID, PV SOLAR TURN RAPID SHUTDOWN SWITCH TO THE "OFF" POSITION TO SHUT DOWN PV SYSTEM AND REDUCE SHOCK HAZARD IN ARRAY SOLAR ELECTRIC PV PANELS SOLAR PV SYSTEM EQUIPPED WITH RAPID SHUTDOWN (690.56(C)(1)(a) YELLOW WITH BLACK LETTERING) NEC 690.56 - ON RAPID SHUTDOWN DISCONNECT: (690.56(C) RED WITH WHITE LETTERING) OUTPUT CURRENT: OPERATING VOLTAGE: 240V 25.7A ALL PLAQUES AND SIGNAGE REQUIRED BY THE LATEST EDITION OF CALIFORNIA ELECTRICAL CODE WILL BE INSTALLED AS REQUIRED. ALTERNATE POWER SOURCE PLACARD SHALL BE METALLIC OR PLASTIC, ENGRAVED, OR MACHINE PRINTED LETTERS IN A CONTRASTING COLOR TO THE PLAQUE. THIS PLAQUE WILL BE ATTACHED BY POP RIVETS OR SCREWS OR OTHER APPROVED METHOD. IF EXPOSED TO SUNLIGHT, IT SHALL BE UV RESISTANT. PHOTOVOLTAIC DC CONDUCTORS SHALL BE LABELED, "WARNING PHOTOVOLTAIC DC POWER SOURCE" OR EQUIVALENT EVERY 10 FT AND KEPT MINIMUM 18" BELOW THE ROOF SURFACE. PV DC CIRCUIT LABELS SHALL APPEAR ON EVERY SECTION OF THE WIRING SYSTEM THAT IS SEPARTED BY ENCLOSURES, WALLS, PARTITIONS, CEILINGS, OR FLOORS. PV DC LABELS SHALL BE REFLECTIVE, SUITABLE FOR SURROUNDING ENVIRONMENT, AND WHITE LETTERING ON A RED BACKGROUND. [690.31(G)] EXPOSED NON-CURRENT CARRYING METAL PARTS OF MODULE FRAMES, EQUIPMENTS, AND CONDUCTOR ENCLOSURES SHALL BE GROUNDED IN ACCORDANCE WITH 250.134 OR 250.136(A) REGARDLESS OF VOLTAGE. EACH MODULE SHALL BE GROUNDED USING THE SUPPLIED CONNECTION POINT IDENTIFIED ON THE MODULE AND THE MANUFACTURER'S INSTRUCTIONS. IF THE EXISTING GROUNDING ELECTRODE SYSTEM CANNOT BE VERIFIED OR IS ONLY METALLIC WATER PIPING, IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSTALL A SUPPLEMENTAL GROUNDING ELECTRODE. EQUIPMENT COMPLIES WITH RAPID SHUTDOWN REQUIREMENTS. [690.12] PLAQUES SHALL BE PLASTIC ENGRAVED IN A CONTRASTING COLOR TO THE PLAQUE. PLAQUES SHALL BE ATTACHED TO THE SERVICE EQUIPMENT WITH ADHESIVE. NEC 690.54 - ON AC DISCONNECT: 1306 W Raymar St 11/14/22 DV D C O N S T R U C T I O N 65 0 0 E . C A R N E G I E A V E . A N A H E I M , C A 9 2 8 0 7 PH O N E : 9 4 9 - 8 6 4 - 9 9 8 6 LI C E N S E : 1 0 2 9 2 4 1 / A , B Co n t r a c t o r ' s S i g n a t u r e : _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Pr o j e c t N a m e 8. 5 5 0 k W ( D C ) / 7 . 7 0 6 k W ( C E C - A C ) Ph o t o v o l t a i c S y s t e m RA Y M A R R E S I D E N C E 13 0 6 R A Y M A R S T . , SA N T A A N A , C A 92 7 0 3 DA T E : 10 / 1 2 / 2 0 2 2 DR A W N B Y : AA RE V I S I O N S : Page Title Block 11x17 07 OF 11 MO D U L E SP E C I F I C A T I O N 1306 W Raymar St 11/14/22 DV D C O N S T R U C T I O N 65 0 0 E . C A R N E G I E A V E . A N A H E I M , C A 9 2 8 0 7 PH O N E : 9 4 9 - 8 6 4 - 9 9 8 6 LI C E N S E : 1 0 2 9 2 4 1 / A , B Co n t r a c t o r ' s S i g n a t u r e : _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Pr o j e c t N a m e 8. 5 5 0 k W ( D C ) / 7 . 7 0 6 k W ( C E C - A C ) Ph o t o v o l t a i c S y s t e m RA Y M A R R E S I D E N C E 13 0 6 R A Y M A R S T . , SA N T A A N A , C A 92 7 0 3 DA T E : 10 / 1 2 / 2 0 2 2 DR A W N B Y : AA RE V I S I O N S : Page Title Block 11x17 08 OF 11 IN V E R T E R SP E C I F I C A T I O N 1306 W Raymar St 11/14/22 DV D C O N S T R U C T I O N 65 0 0 E . C A R N E G I E A V E . A N A H E I M , C A 9 2 8 0 7 PH O N E : 9 4 9 - 8 6 4 - 9 9 8 6 LI C E N S E : 1 0 2 9 2 4 1 / A , B Co n t r a c t o r ' s S i g n a t u r e : _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Pr o j e c t N a m e 8. 5 5 0 k W ( D C ) / 7 . 7 0 6 k W ( C E C - A C ) Ph o t o v o l t a i c S y s t e m RA Y M A R R E S I D E N C E 13 0 6 R A Y M A R S T . , SA N T A A N A , C A 92 7 0 3 DA T E : 10 / 1 2 / 2 0 2 2 DR A W N B Y : AA RE V I S I O N S : Page Title Block 11x17 09 OF 11 UL LI S T I N G 1306 W Raymar St 11/14/22 DV D C O N S T R U C T I O N 65 0 0 E . C A R N E G I E A V E . A N A H E I M , C A 9 2 8 0 7 PH O N E : 9 4 9 - 8 6 4 - 9 9 8 6 LI C E N S E : 1 0 2 9 2 4 1 / A , B Co n t r a c t o r ' s S i g n a t u r e : _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Pr o j e c t N a m e 8. 5 5 0 k W ( D C ) / 7 . 7 0 6 k W ( C E C - A C ) Ph o t o v o l t a i c S y s t e m RA Y M A R R E S I D E N C E 13 0 6 R A Y M A R S T . , SA N T A A N A , C A 92 7 0 3 DA T E : 10 / 1 2 / 2 0 2 2 DR A W N B Y : AA RE V I S I O N S : Page Title Block 11x17 10 OF 11 GR O U N D I N G RAIL TO RAIL BONDING #6 BARE COPPER WIRE INVERTER (IF USED)MSP CONTINUOUS GROUND PER SLD JBOX GROUND BUSHINGS REQ. MODULE RAIL SOLAR METER (IF REQ) (A) (1) BOND STRIP GROUNDS RAIL TO RAIL SPLICES - STAR WASHERS USED TO BOND RAIL TO BONDING STRIP (2) SPLICE BAR, SELF-TAP SCREWS JOIN RAILS. BONDING STRIPS USED ON RAILS WITH GROUND LUGS. (1) (2) (3) IF SPLICE BAR HAS INTEGRATED GROUND, BONDING STRIP IS NOT NECESSARY. (3) WHERE NEITHER BONDING STRIP, INTEGRATED GROUNDING SPLICE BAR, OR INTEGRATED GROUNDING MIDCLAMP ARE USED, UL 2703 APPROVED GROUND LUG WITH #6 BARE COPPER SHALL BE USED TO GROUND SPLICED RAILS. USE METHOD (2) (1) (C) RAIL SPLICE GROUNDING (C) #6 BARE COPPER RAIL 1 RAIL 2 EITHER METHOD 1-3 PER MANUFACTURERS INSTALL INSTRUCTIONS CONDUIT GROUNDING BUSHING WITH LAY-IN LUG ENCLOSURE CONTINUOUS GROUND STRIP INSULATION CONDUIT GROUNDING DETAIL EQUIPMENT GROUND BUSHINGS REQ. FOR SYSTEMS OVER 250V (A) GROUNDING MID CLAMP EACH GROUNDING MID CLAMP PIERCES THROUGH THE ANODIZED COATINGS OF BOTH THE MODULE FRAME AND THE MOUNTING RAIL TO FORM SECURE ELECTRICAL BONDS, WHICH ARE REPEATED THROUGHOUT THE ARRAY. MIDCLAMP TEETH MODULE PENETRATION SERRATED T-BOLT BONDS CLAMP TO RAIL COMPRESSION FITTING LOCK NUT 1306 W Raymar St 11/14/22 DV D C O N S T R U C T I O N 65 0 0 E . C A R N E G I E A V E . A N A H E I M , C A 9 2 8 0 7 PH O N E : 9 4 9 - 8 6 4 - 9 9 8 6 LI C E N S E : 1 0 2 9 2 4 1 / A , B Co n t r a c t o r ' s S i g n a t u r e : _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Pr o j e c t N a m e 8. 5 5 0 k W ( D C ) / 7 . 7 0 6 k W ( C E C - A C ) Ph o t o v o l t a i c S y s t e m RA Y M A R R E S I D E N C E 13 0 6 R A Y M A R S T . , SA N T A A N A , C A 92 7 0 3 DA T E : 10 / 1 2 / 2 0 2 2 DR A W N B Y : AA RE V I S I O N S : Page Title Block 11x17 11 OF 11 RA P I D SH U T D O W N 1306 W Raymar St 11/14/22 10'-9" 10'-3" 36'-6" 12'-1" (E) DRIVEWAY FRONT OF RESIDENCE REAR OF RESIDENCE PR O P E R T Y L I N E MAIN RESIDENCE RAYMAR ST. PROPERTY LINE DV D C O N S T R U C T I O N 65 0 0 E . C A R N E G I E A V E . A N A H E I M , C A 9 2 8 0 7 PH O N E : 9 4 9 - 8 6 4 - 9 9 8 6 LI C E N S E : 1 0 2 9 2 4 1 / A , B Co n t r a c t o r ' s S i g n a t u r e : _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Pr o j e c t N a m e 8. 5 5 0 k W ( D C ) / 7 . 7 0 6 k W ( C E C - A C ) Ph o t o v o l t a i c S y s t e m RA Y M A R R E S I D E N C E 1 3 0 6 R A Y M A R S T . , SA N T A A N A , C A 92 7 0 3 DA T E : 1 0 / 1 2 / 2 0 2 2 DR A W N B Y : AA RE V I S I O N S : Page Title Block 11x17 N S EW SCALE: 1" = 10' 02 OF 11 SI T E P L A N 1306 W Raymar St 11/14/22 Structural Calculations for: 1306 W Raymar Street, Santa Ana, CA 92703 AFFINITY DESIGN GROUP 1100 Town Country Road, Suite 1250 Orange, CA 92868 (760) 534-3876 Raymar Street - Santa Ana Page 1 of 116 1306 W Raymar St 11/14/22 Patio Cover Beam 37 Patio Beams 10 Patio Posts 12 Patio Footings 15 BM-1 (Hip Support)23 FBD for TJI Joists w/ All Loads 21 Table of Contents For: 1306 W Raymar Street, Santa Ana, CA 92703 Title Page Roof Rafters 6 Ridge Board 4 General Information 3 Ceiling Joists 8 Upper Hip Beams 33 BM-2 (CJ Support)25 BM-3 (TJI Support)27 BM-5 (Hold Down Support)31 BM-4 (TJI Support)29 FBD for TJI Joists 19 Header (BM-8 Support)45 Hip Beam (Near Bed 2) Lower Hip Beams 35 Patio Hip Beam 39 Headers (2nd Floor)41 Headers (1st Floor)43 Garage Ridge Beam 53 BM-7 (Garage Ridge Support)55 Garage Header 57 47 Ridge Beam (Near Bed 2)49 BM-6 (Hip/Ridge - Bed 2)51 Seismic Evaluation 65 BM-8 (Supp. Walls Above)59 Rafter Tie Calculation 61 Wind Evaluation 63 Shear Wall Forces 67 Shear Wall Design 77 Collectors & Strapping 116 Raymar Street - Santa Ana Page 2 of 116 1306 W Raymar St 11/14/22 Building Information: B T =30.25 ft Structure Longitudinal Length (East-West):B L =53.00 ft H plt =9.00 ft H plt2 =9.00 ft Two Story pitch =0.25 ft/ft θ = 14 h peak =22.17 ft Mean Bldg. Height:h mean = h plt + h plt2 =18.00 ft Dead Loads: Roof Loads:Exterior Wall Loads: 3-Tab Comp Roofing = 3 psf DF 2x Studs @ 16" = 1.5 psf 15/32" Plywood = 1.7 psf 5/8" Drywall = 3.2 psf 2x6 @ 24 Framing = 1.1 psf 7/8" Stucco = 8.5 psf Misc. (Insulation) = 2.5 psf Misc. = 2.8 Misc. (Insulation) = 3.1 psf Total DL r = 11.4 psf Total DL r w/ Roof Slope= 12.0 psf DL wext = 16.0 psf Ceiling Loads :Interior Wall Loads: DF 2x6 @ 16 Framing = 1.7 psf DF 2x Studs @ 16" = 1.5 psf 5/8" Drywall = 2.75 psf 5/8" Drywall (x2) = 5.5 psf Misc = 3.5 psf Misc. = 2 psf DL c = 8.0 psf DL wint =9.0 psf Floor Loads: N/A Balcony Floor Loads: N/A 3/4" Plywood = 2.5 psf 3/4" Plywood =psf TJI 360 @ 16" Framing = 2.5 psf 2x14 @ 18" Framing psf 5/8" Drywall = 2.8 psf 7/8" Stucco =psf Misc = 4.3 psf Misc =psf DL f = 12.0 psf DL f = 0.0 psf Load Summary: Dead Load: Live Load: DL roof = 12.0 psf DL wallint = 9 psf LL roof =20 psf DL wallext = 16 psf LL ceiling =10 psf DL floor = 12.0 psf LL floor =40 psf Plate Height: Plate Height_2nd flr: Roof Pitch: Peak Roof Height: Structural Calculations for: 1306 W Raymar Street, Santa Ana, CA 92703 Structure Transverse Length (North-South): Raymar Street - Santa Ana Page 3 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Ridge Board CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 8.670 ft, (Distributed Roof Loads) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.379: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 54.09 psi= = 1,350.00 psi 2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 225.00 psi== Section used for this span 2x8 Maximum Shear Stress Ratio 0.240 : 1 3.401 ft= = 511.02 psi Maximum Deflection 0 <240 2256 Ratio =0 <120 Max Downward Transient Deflection 0.013 in 3641 Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.021 in Ratio =>=120 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 4.0 ft 1 0.200 0.127 0.90 1.200 1.00 1.00 1.00 0.21 194.32 972.00 0.15 162.001.00 20.57 1.00+D+L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.180 0.114 1.00 1.200 1.00 1.00 1.00 0.21 194.32 1080.00 0.15 180.001.00 20.57 1.00+D+Lr+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.379 0.240 1.25 1.200 1.00 1.00 1.00 0.56 511.02 1350.00 0.39 225.001.00 54.09 1.00+D+S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.156 0.099 1.15 1.200 1.00 1.00 1.00 0.21 194.32 1242.00 0.15 207.001.00 20.57 1.00+D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.320 0.203 1.25 1.200 1.00 1.00 1.00 0.47 431.85 1350.00 0.33 225.001.00 45.71 1.00+D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.156 0.099 1.15 1.200 1.00 1.00 1.00 0.21 194.32 1242.00 0.15 207.001.00 20.57 1.00+D+0.60W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Raymar Street - Santa Ana Page 4 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Ridge Board Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00Length = 4.0 ft 1 0.112 0.071 1.60 1.200 1.00 1.00 1.00 0.21 194.32 1728.00 0.15 288.001.00 20.57 1.00+D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.250 0.159 1.60 1.200 1.00 1.00 1.00 0.47 431.85 1728.00 0.33 288.001.00 45.71 1.00+D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.112 0.071 1.60 1.200 1.00 1.00 1.00 0.21 194.32 1728.00 0.15 288.001.00 20.57 1.00+0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.067 0.043 1.60 1.200 1.00 1.00 1.00 0.13 116.59 1728.00 0.09 288.001.00 12.34 1.00+D+0.70E+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.112 0.071 1.60 1.200 1.00 1.00 1.00 0.21 194.32 1728.00 0.15 288.001.00 20.57 1.00+D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.112 0.071 1.60 1.200 1.00 1.00 1.00 0.21 194.32 1728.00 0.15 288.001.00 20.57 1.00+0.60D+0.70E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.0 ft 1 0.067 0.043 1.60 1.200 1.00 1.00 1.00 0.13 116.59 1728.00 0.09 288.001.00 12.34 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.0213 2.015 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.560 0.560 Overall MINimum 0.347 0.347 +D+H 0.213 0.213 +D+L+H 0.213 0.213 +D+Lr+H 0.560 0.560 +D+S+H 0.213 0.213 +D+0.750Lr+0.750L+H 0.473 0.473 +D+0.750L+0.750S+H 0.213 0.213 +D+0.60W+H 0.213 0.213 +D+0.750Lr+0.750L+0.450W+H 0.473 0.473 +D+0.750L+0.750S+0.450W+H 0.213 0.213 +0.60D+0.60W+0.60H 0.128 0.128 +D+0.70E+0.60H 0.213 0.213 +D+0.750L+0.750S+0.5250E+H 0.213 0.213 +0.60D+0.70E+H 0.128 0.128 D Only 0.213 0.213 Lr Only 0.347 0.347 H Only Raymar Street - Santa Ana Page 5 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Roof Rafters CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Distributed Roof Loads) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.567: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 4.335 ft 45.29 psi= = 1,681.88 psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 225.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.201 : 1 0.000 ft= = 954.21 psi Maximum Deflection 0 <240 423 Ratio =0 <120 Max Downward Transient Deflection 0.154 in 676 Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.246 in Ratio =>=120 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 8.670 ft 1 0.295 0.105 0.90 1.300 1.15 1.00 1.00 0.23 357.83 1210.95 0.09 162.001.00 16.98 1.00+D+L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.670 ft 1 0.266 0.094 1.00 1.300 1.15 1.00 1.00 0.23 357.83 1345.50 0.09 180.001.00 16.98 1.00+D+Lr+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.670 ft 1 0.567 0.201 1.25 1.300 1.15 1.00 1.00 0.60 954.21 1681.88 0.25 225.001.00 45.29 1.00+D+S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.670 ft 1 0.231 0.082 1.15 1.300 1.15 1.00 1.00 0.23 357.83 1547.33 0.09 207.001.00 16.98 1.00+D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.670 ft 1 0.479 0.170 1.25 1.300 1.15 1.00 1.00 0.51 805.11 1681.88 0.21 225.001.00 38.21 1.00+D+0.750L+0.750S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.670 ft 1 0.231 0.082 1.15 1.300 1.15 1.00 1.00 0.23 357.83 1547.33 0.09 207.001.00 16.98 1.00+D+0.60W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.670 ft 1 0.166 0.059 1.60 1.300 1.15 1.00 1.00 0.23 357.83 2152.80 0.09 288.001.00 16.98 Raymar Street - Santa Ana Page 6 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Roof Rafters Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.670 ft 1 0.374 0.133 1.60 1.300 1.15 1.00 1.00 0.51 805.11 2152.80 0.21 288.001.00 38.21 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.670 ft 1 0.166 0.059 1.60 1.300 1.15 1.00 1.00 0.23 357.83 2152.80 0.09 288.001.00 16.98 1.00+0.60D+0.60W+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.670 ft 1 0.100 0.035 1.60 1.300 1.15 1.00 1.00 0.14 214.70 2152.80 0.06 288.001.00 10.19 1.00+D+0.70E+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.670 ft 1 0.166 0.059 1.60 1.300 1.15 1.00 1.00 0.23 357.83 2152.80 0.09 288.001.00 16.98 1.00+D-0.70E+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.670 ft 1 0.166 0.059 1.60 1.300 1.15 1.00 1.00 0.23 357.83 2152.80 0.09 288.001.00 16.98 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.670 ft 1 0.166 0.059 1.60 1.300 1.15 1.00 1.00 0.23 357.83 2152.80 0.09 288.001.00 16.98 1.00+D+0.750L+0.750S-0.5250E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.670 ft 1 0.166 0.059 1.60 1.300 1.15 1.00 1.00 0.23 357.83 2152.80 0.09 288.001.00 16.98 1.00+0.60D+0.70E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.670 ft 1 0.100 0.035 1.60 1.300 1.15 1.00 1.00 0.14 214.70 2152.80 0.06 288.001.00 10.19 1.00+0.60D-0.70E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.670 ft 1 0.100 0.035 1.60 1.300 1.15 1.00 1.00 0.14 214.70 2152.80 0.06 288.001.00 10.19 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.2460 4.367 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.277 0.277 Overall MINimum 0.173 0.173 +D+H 0.104 0.104 +D+L+H 0.104 0.104 +D+Lr+H 0.277 0.277 +D+S+H 0.104 0.104 +D+0.750Lr+0.750L+H 0.234 0.234 +D+0.750L+0.750S+H 0.104 0.104 +D+0.60W+H 0.104 0.104 +D+0.750Lr+0.750L+0.450W+H 0.234 0.234 +D+0.750L+0.750S+0.450W+H 0.104 0.104 +0.60D+0.60W+0.60H 0.062 0.062 +D+0.70E+0.60H 0.104 0.104 +D+0.750L+0.750S+0.5250E+H 0.104 0.104 +0.60D+0.70E+H 0.062 0.062 D Only 0.104 0.104 Lr Only 0.173 0.173 H Only Raymar Street - Santa Ana Page 7 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Ceiling Joists CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0080, L = 0.010 ksf, Tributary Width = 1.330 ft, (Distributed Ceiling Loads) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.481: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 5.835 ft 23.54 psi= = 1,345.50 psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.131 : 1 0.000 ft= = 646.68 psi Maximum Deflection 0 <240 463 Ratio =0 <120 Max Downward Transient Deflection 0.168 in 834 Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.302 in Ratio =>=120 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 11.670 ft 1 0.237 0.065 0.90 1.300 1.15 1.00 1.00 0.18 287.41 1210.95 0.06 162.001.00 10.46 1.00+D+L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.670 ft 1 0.481 0.131 1.00 1.300 1.15 1.00 1.00 0.41 646.68 1345.50 0.13 180.001.00 23.54 1.00+D+Lr+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.670 ft 1 0.171 0.047 1.25 1.300 1.15 1.00 1.00 0.18 287.41 1681.88 0.06 225.001.00 10.46 1.00+D+S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.670 ft 1 0.186 0.051 1.15 1.300 1.15 1.00 1.00 0.18 287.41 1547.33 0.06 207.001.00 10.46 1.00+D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.670 ft 1 0.331 0.090 1.25 1.300 1.15 1.00 1.00 0.35 556.87 1681.88 0.11 225.001.00 20.27 1.00+D+0.750L+0.750S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.670 ft 1 0.360 0.098 1.15 1.300 1.15 1.00 1.00 0.35 556.87 1547.33 0.11 207.001.00 20.27 1.00+D+0.60W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.670 ft 1 0.134 0.036 1.60 1.300 1.15 1.00 1.00 0.18 287.41 2152.80 0.06 288.001.00 10.46 Raymar Street - Santa Ana Page 8 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Ceiling Joists Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.670 ft 1 0.259 0.070 1.60 1.300 1.15 1.00 1.00 0.35 556.87 2152.80 0.11 288.001.00 20.27 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.670 ft 1 0.259 0.070 1.60 1.300 1.15 1.00 1.00 0.35 556.87 2152.80 0.11 288.001.00 20.27 1.00+0.60D+0.60W+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.670 ft 1 0.080 0.022 1.60 1.300 1.15 1.00 1.00 0.11 172.45 2152.80 0.03 288.001.00 6.28 1.00+D+0.70E+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.670 ft 1 0.134 0.036 1.60 1.300 1.15 1.00 1.00 0.18 287.41 2152.80 0.06 288.001.00 10.46 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.670 ft 1 0.259 0.070 1.60 1.300 1.15 1.00 1.00 0.35 556.87 2152.80 0.11 288.001.00 20.27 1.00+0.60D+0.70E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 11.670 ft 1 0.080 0.022 1.60 1.300 1.15 1.00 1.00 0.11 172.45 2152.80 0.03 288.001.00 6.28 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.3020 5.878 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.140 0.140 Overall MINimum 0.078 0.078 +D+H 0.062 0.062 +D+L+H 0.140 0.140 +D+Lr+H 0.062 0.062 +D+S+H 0.062 0.062 +D+0.750Lr+0.750L+H 0.120 0.120 +D+0.750L+0.750S+H 0.120 0.120 +D+0.60W+H 0.062 0.062 +D+0.750Lr+0.750L+0.450W+H 0.120 0.120 +D+0.750L+0.750S+0.450W+H 0.120 0.120 +0.60D+0.60W+0.60H 0.037 0.037 +D+0.70E+0.60H 0.062 0.062 +D+0.750L+0.750S+0.5250E+H 0.120 0.120 +0.60D+0.70E+H 0.037 0.037 D Only 0.062 0.062 L Only 0.078 0.078 H Only Raymar Street - Santa Ana Page 9 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Patio Beams CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 5.920 ft, (Distributed Roof Loads) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.719: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 5.250 ft 53.87 psi= = 1,462.50 psi 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 225.00 psi== Section used for this span 4x8 Maximum Shear Stress Ratio 0.239 : 1 0.000 ft= = 1,051.42 psi Maximum Deflection 0 <240 417 Ratio =0 <120 Max Downward Transient Deflection 0.183 in 687 Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.302 in Ratio =>=120 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 10.50 ft 1 0.392 0.131 0.90 1.300 1.00 1.00 1.00 1.05 412.82 1053.00 0.36 162.001.00 21.15 1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.353 0.118 1.00 1.300 1.00 1.00 1.00 1.05 412.82 1170.00 0.36 180.001.00 21.15 1.00+D+Lr+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.719 0.239 1.25 1.300 1.00 1.00 1.00 2.69 1,051.42 1462.50 0.91 225.001.00 53.87 1.00+D+S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.307 0.102 1.15 1.300 1.00 1.00 1.00 1.05 412.82 1345.50 0.36 207.001.00 21.15 1.00+D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.610 0.203 1.25 1.300 1.00 1.00 1.00 2.28 891.77 1462.50 0.77 225.001.00 45.69 1.00+D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.307 0.102 1.15 1.300 1.00 1.00 1.00 1.05 412.82 1345.50 0.36 207.001.00 21.15 1.00+D+0.60W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Raymar Street - Santa Ana Page 10 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Patio Beams Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00Length = 10.50 ft 1 0.221 0.073 1.60 1.300 1.00 1.00 1.00 1.05 412.82 1872.00 0.36 288.001.00 21.15 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.476 0.159 1.60 1.300 1.00 1.00 1.00 2.28 891.77 1872.00 0.77 288.001.00 45.69 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.221 0.073 1.60 1.300 1.00 1.00 1.00 1.05 412.82 1872.00 0.36 288.001.00 21.15 1.00+0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.132 0.044 1.60 1.300 1.00 1.00 1.00 0.63 247.69 1872.00 0.21 288.001.00 12.69 1.00+D+0.70E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.221 0.073 1.60 1.300 1.00 1.00 1.00 1.05 412.82 1872.00 0.36 288.001.00 21.15 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.221 0.073 1.60 1.300 1.00 1.00 1.00 1.05 412.82 1872.00 0.36 288.001.00 21.15 1.00+0.60D+0.70E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.132 0.044 1.60 1.300 1.00 1.00 1.00 0.63 247.69 1872.00 0.21 288.001.00 12.69 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.3015 5.288 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.023 1.023 Overall MINimum 0.622 0.622 +D+H 0.402 0.402 +D+L+H 0.402 0.402 +D+Lr+H 1.023 1.023 +D+S+H 0.402 0.402 +D+0.750Lr+0.750L+H 0.868 0.868 +D+0.750L+0.750S+H 0.402 0.402 +D+0.60W+H 0.402 0.402 +D+0.750Lr+0.750L+0.450W+H 0.868 0.868 +D+0.750L+0.750S+0.450W+H 0.402 0.402 +0.60D+0.60W+0.60H 0.241 0.241 +D+0.70E+0.60H 0.402 0.402 +D+0.750L+0.750S+0.5250E+H 0.402 0.402 +0.60D+0.70E+H 0.241 0.241 D Only 0.402 0.402 Lr Only 0.622 0.622 H Only Raymar Street - Santa Ana Page 11 of 116 1306 W Raymar St 11/14/22 Wood Column Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Patio Posts .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Wood Section Name 4x4Analysis Method : 9.5 Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb + 900.0 900.0 psi 1,350.0 625.0 180.0 575.0 31.210 psi Fv psi Fb - Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.50 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 3.50 in Exact Depth 3.50 in Area 12.250 in^2 Ix 12.505 in^4 Iy 12.505 in^4 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression1.150 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.50 x-x Bending y-y Bending ksi No Minimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT X-X Axis = 9.5 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 9.5 ft, K = 1.0 Brace condition for deflection (buckling) along columns : . Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 25.223 lbs * Dead Load Factor AXIAL LOADS . . . Roof & Seismic Loads: Axial Load at 9.50 ft, D = 0.420, Lr = 0.620, E = 0.10 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio = 0.2044 Location of max.above base 0.0 ft Applied Axial 1.065 k Applied Mx 0.0 k-ft Load Combination +D+Lr+H Load Combination +0.60D+0.70E+H Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 288.0 Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 9.50 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 425.495 psi Other Factors used to calculate allowable stresses . . . for load combination : n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDC Load Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +D+H 0.900 PASS PASS 0.0 0.0 9.50 ft0.297 ft0.08770 +D+L+H 1.000 PASS PASS 0.0 0.0 9.50 ft0.270 ft0.08685 +D+Lr+H 1.250 PASS PASS 0.0 0.0 9.50 ft0.219 ft0.2044 +D+S+H 1.150 PASS PASS 0.0 0.0 9.50 ft0.237 ft0.08590 +D+0.750Lr+0.750L+H 1.250 PASS PASS 0.0 0.0 9.50 ft0.219 ft0.1746 +D+0.750L+0.750S+H 1.150 PASS PASS 0.0 0.0 9.50 ft0.237 ft0.08590 +D+0.60W+H 1.600 PASS PASS 0.0 0.0 9.50 ft0.174 ft0.08427 +D+0.750Lr+0.750L+0.450W+H 1.600 PASS PASS 0.0 0.0 9.50 ft0.174 ft0.1723 +D+0.750L+0.750S+0.450W+H 1.600 PASS PASS 0.0 0.0 9.50 ft0.174 ft0.08427 +0.60D+0.60W+0.60H 1.600 PASS PASS 0.0 0.0 9.50 ft0.174 ft0.05056 +D+0.70E+0.60H 1.600 PASS PASS 0.0 0.0 9.50 ft0.174 ft0.09752 +D+0.750L+0.750S+0.5250E+H 1.600 PASS PASS 0.0 0.0 9.50 ft0.174 ft0.09421 Raymar Street - Santa Ana Page 12 of 116 1306 W Raymar St 11/14/22 Wood Column Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Patio Posts Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDC Load Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +0.60D+0.70E+H 1.600 PASS PASS 0.0 0.0 9.50 ft0.174 ft0.06381 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base @ Top @ Top My - End Moments Mx - End Moments +D+H 0.445 +D+L+H 0.445 +D+Lr+H 1.065 +D+S+H 0.445 +D+0.750Lr+0.750L+H 0.910 +D+0.750L+0.750S+H 0.445 +D+0.60W+H 0.445 +D+0.750Lr+0.750L+0.450W+H 0.910 +D+0.750L+0.750S+0.450W+H 0.445 +0.60D+0.60W+0.60H 0.267 +D+0.70E+0.60H 0.515 +D+0.750L+0.750S+0.5250E+H 0.498 +0.60D+0.70E+H 0.337 D Only 0.445 Lr Only 0.620 L Only S Only W Only E Only 0.100 H Only . Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 0.0000 0.000ftftin in 0.000 +D+L+H 0.0000 0.0000 0.000ftftin in 0.000 +D+Lr+H 0.0000 0.0000 0.000ftftin in 0.000 +D+S+H 0.0000 0.0000 0.000ftftin in 0.000 +D+0.750Lr+0.750L+H 0.0000 0.0000 0.000ftftin in 0.000 +D+0.750L+0.750S+H 0.0000 0.0000 0.000ftftin in 0.000 +D+0.60W+H 0.0000 0.0000 0.000ftftin in 0.000 +D+0.750Lr+0.750L+0.450W+H 0.0000 0.0000 0.000ftftin in 0.000 +D+0.750L+0.750S+0.450W+H 0.0000 0.0000 0.000ftftin in 0.000 +0.60D+0.60W+0.60H 0.0000 0.0000 0.000ftftin in 0.000 +D+0.70E+0.60H 0.0000 0.0000 0.000ftftin in 0.000 +D+0.750L+0.750S+0.5250E+H 0.0000 0.0000 0.000ftftin in 0.000 +0.60D+0.70E+H 0.0000 0.0000 0.000ftftin in 0.000 D Only 0.0000 0.0000 0.000ftftin in 0.000 Lr Only 0.0000 0.0000 0.000ftftin in 0.000 L Only 0.0000 0.0000 0.000ftftin in 0.000 S Only 0.0000 0.0000 0.000ftftin in 0.000 W Only 0.0000 0.0000 0.000ftftin in 0.000 E Only 0.0000 0.0000 0.000ftftin in 0.000 H Only 0.0000 0.0000 0.000ftftin in 0.000 . Raymar Street - Santa Ana Page 13 of 116 1306 W Raymar St 11/14/22 Wood Column Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Patio Posts Sketches Raymar Street - Santa Ana Page 14 of 116 1306 W Raymar St 11/14/22 General Footing Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Patio Footings Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 2.50 60.0 3,122.0 145.0 =0.30 Flexure =0.90 Shear = Values j 0.00180 2.0 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksf when max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 1 1.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. # Dimensions Width parallel to X-X Axis 1.0 ft Length parallel to Z-Z Axis = 1.0 ft = Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height = = in Footing Thickness = 24.0 in= Rebar Centerline to Edge of Concrete... = inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 0.420 0.620 0.10 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = Raymar Street - Santa Ana Page 15 of 116 1306 W Raymar St 11/14/22 General Footing Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Patio Footings PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.8867 Soil Bearing 1.330 ksf 1.50 ksf +D+Lr+H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.003413 Z Flexure (+X)0.1870 k-ft/ft 54.794 k-ft/ft +1.20D+1.60Lr+0.50W+1.60H PASS 0.003413 Z Flexure (-X)0.1870 k-ft/ft 54.794 k-ft/ft +1.20D+1.60Lr+L+1.60H PASS 0.003413 X Flexure (+Z)0.1870 k-ft/ft 54.794 k-ft/ft +1.20D+1.60Lr+0.50W+1.60H PASS 0.003413 X Flexure (-Z)0.1870 k-ft/ft 54.794 k-ft/ft +1.20D+1.60Lr+L+1.60H PASS n/a 1-way Shear (+X)0.0 psi 75.0 psi n/a PASS n/a 1-way Shear (-X)0.0 psi 75.0 psi n/a PASS n/a 1-way Shear (+Z)0.0 psi 75.0 psi n/a PASS n/a 1-way Shear (-Z)0.0 psi 75.0 psi n/a PASS n/a 2-way Punching 0.0 psi 75.0 psi n/a Detailed Results Rotation Axis &Zecc Xecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, +D+H 1.50 n/a 0.710 0.710 n/a 0.4730.0n/a X-X, +D+L+H 1.50 n/a 0.710 0.710 n/a 0.4730.0n/a X-X, +D+Lr+H 1.50 n/a 1.330 1.330 n/a 0.8870.0n/a X-X, +D+S+H 1.50 n/a 0.710 0.710 n/a 0.4730.0n/a X-X, +D+0.750Lr+0.750L+H 1.50 n/a 1.175 1.175 n/a 0.7830.0n/a X-X, +D+0.750L+0.750S+H 1.50 n/a 0.710 0.710 n/a 0.4730.0n/a X-X, +D+0.60W+H 1.50 n/a 0.710 0.710 n/a 0.4730.0n/a X-X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 1.175 1.175 n/a 0.7830.0n/a X-X, +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.710 0.710 n/a 0.4730.0n/a X-X, +0.60D+0.60W+0.60H 1.50 n/a 0.4260 0.4260 n/a 0.2840.0n/a X-X, +D+0.70E+0.60H 1.50 n/a 0.780 0.780 n/a 0.5200.0n/a X-X, +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.7625 0.7625 n/a 0.5080.0n/a X-X, +0.60D+0.70E+H 1.50 n/a 0.4960 0.4960 n/a 0.3310.0n/a Z-Z, +D+H 1.50 0.710 n/a n/a 0.710 0.473n/a0.0 Z-Z, +D+L+H 1.50 0.710 n/a n/a 0.710 0.473n/a0.0 Z-Z, +D+Lr+H 1.50 1.330 n/a n/a 1.330 0.887n/a0.0 Z-Z, +D+S+H 1.50 0.710 n/a n/a 0.710 0.473n/a0.0 Z-Z, +D+0.750Lr+0.750L+H 1.50 1.175 n/a n/a 1.175 0.783n/a0.0 Z-Z, +D+0.750L+0.750S+H 1.50 0.710 n/a n/a 0.710 0.473n/a0.0 Z-Z, +D+0.60W+H 1.50 0.710 n/a n/a 0.710 0.473n/a0.0 Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.50 1.175 n/a n/a 1.175 0.783n/a0.0 Z-Z, +D+0.750L+0.750S+0.450W+H 1.50 0.710 n/a n/a 0.710 0.473n/a0.0 Z-Z, +0.60D+0.60W+0.60H 1.50 0.4260 n/a n/a 0.4260 0.284n/a0.0 Z-Z, +D+0.70E+0.60H 1.50 0.780 n/a n/a 0.780 0.520n/a0.0 Z-Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.7625 n/a n/a 0.7625 0.508n/a0.0 Z-Z, +0.60D+0.70E+H 1.50 0.4960 n/a n/a 0.4960 0.331n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Raymar Street - Santa Ana Page 16 of 116 1306 W Raymar St 11/14/22 General Footing Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Patio Footings Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMu Side Surface Gvrn. As Phi*Mn X-X, +1.40D+1.60H 0.07350 +Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +1.40D+1.60H 0.07350 -Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.1018 +Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.1018 -Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.0630 +Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.0630 -Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +1.20D+1.60Lr+L+1.60H 0.1870 +Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +1.20D+1.60Lr+L+1.60H 0.1870 -Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +1.20D+1.60Lr+0.50W+1.60H0.1870 +Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +1.20D+1.60Lr+0.50W+1.60H0.1870 -Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +1.20D+L+1.60S+1.60H 0.0630 +Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +1.20D+L+1.60S+1.60H 0.0630 -Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +1.20D+1.60S+0.50W+1.60H0.0630 +Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +1.20D+1.60S+0.50W+1.60H0.0630 -Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.1018 +Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +1.20D+0.50Lr+L+W+1.60H 0.1018 -Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +1.20D+L+0.50S+W+1.60H 0.0630 +Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +1.20D+L+0.50S+W+1.60H 0.0630 -Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +0.90D+W+1.60H 0.04725 +Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +0.90D+W+1.60H 0.04725 -Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +1.20D+L+0.20S+E+1.60H 0.07550 +Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +1.20D+L+0.20S+E+1.60H 0.07550 -Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +0.90D+E+0.90H 0.05975 +Z Bottom 0.5184 Min Temp %0.60 54.794 OK X-X, +0.90D+E+0.90H 0.05975 -Z Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +1.40D+1.60H 0.07350 -X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +1.40D+1.60H 0.07350 +X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.1018 -X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +1.20D+0.50Lr+1.60L+1.60H 0.1018 +X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.0630 -X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.0630 +X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.1870 -X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +1.20D+1.60Lr+L+1.60H 0.1870 +X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H0.1870 -X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H0.1870 +X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +1.20D+L+1.60S+1.60H 0.0630 -X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +1.20D+L+1.60S+1.60H 0.0630 +X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.0630 -X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.0630 +X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.1018 -X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +1.20D+0.50Lr+L+W+1.60H 0.1018 +X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.0630 -X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +1.20D+L+0.50S+W+1.60H 0.0630 +X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +0.90D+W+1.60H 0.04725 -X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +0.90D+W+1.60H 0.04725 +X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +1.20D+L+0.20S+E+1.60H 0.07550 -X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +1.20D+L+0.20S+E+1.60H 0.07550 +X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +0.90D+E+0.90H 0.05975 -X Bottom 0.5184 Min Temp %0.60 54.794 OK Z-Z, +0.90D+E+0.90H 0.05975 +X Bottom 0.5184 Min Temp %0.60 54.794 OK One Way Shear Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D+1.60H 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsi psi psipsi OK +1.20D+0.50Lr+1.60L+1.60H 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsi psi psipsi OK +1.20D+1.60L+0.50S+1.60H 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsi psi psipsi OK +1.20D+1.60Lr+L+1.60H 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsi psi psipsi OK +1.20D+1.60Lr+0.50W+1.60H 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsi psi psipsi OK +1.20D+L+1.60S+1.60H 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsi psi psipsi OK +1.20D+1.60S+0.50W+1.60H 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsi psi psipsi OK +1.20D+0.50Lr+L+W+1.60H 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsi psi psipsi OK +1.20D+L+0.50S+W+1.60H 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsi psi psipsi OK +0.90D+W+1.60H 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsi psi psipsi OK +1.20D+L+0.20S+E+1.60H 0.00 0.00 0.00 0.00 0.00 75.00 0.00psipsipsi psi psipsi OK Raymar Street - Santa Ana Page 17 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Garage Header CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 0.230, Lr = 0.380 k @ 9.250 ft, (Point Load from Ridge Beam) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.556: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 9.250 ft 16.90 psi= = 1,350.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 225.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.075 : 1 17.757 ft= = 750.47 psi Maximum Deflection 0 <360 517 Ratio =0 <180 Max Downward Transient Deflection 0.236 in 941 Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.429 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 18.50 ft 1 0.337 0.050 0.90 1.200 1.00 1.00 1.00 1.36 327.93 972.00 0.17 162.001.00 8.09 1.00+D+L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.50 ft 1 0.304 0.045 1.00 1.200 1.00 1.00 1.00 1.36 327.93 1080.00 0.17 180.001.00 8.09 1.00+D+Lr+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.50 ft 1 0.556 0.075 1.25 1.200 1.00 1.00 1.00 3.12 750.47 1350.00 0.36 225.001.00 16.90 1.00+D+S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.50 ft 1 0.264 0.039 1.15 1.200 1.00 1.00 1.00 1.36 327.93 1242.00 0.17 207.001.00 8.09 1.00+D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.50 ft 1 0.478 0.065 1.25 1.200 1.00 1.00 1.00 2.68 644.84 1350.00 0.32 225.001.00 14.70 1.00+D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.50 ft 1 0.264 0.039 1.15 1.200 1.00 1.00 1.00 1.36 327.93 1242.00 0.17 207.001.00 8.09 1.00+D+0.60W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Raymar Street - Santa Ana Page 18 of 116 1306 W Raymar St 11/14/22 General Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:FBD for TJI Joists General Beam Properties Elastic Modulus ksi29,000.0 100.0 Span #1 in^4Area = in^2 Moment of Inertia = Span Length = 10.0 23.830 ft . Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Extent = 0.0 -->> 18.750 ft, Tributary Width = 1.333 ft, (Distributed Floor Loads) Uniform Load : D = 0.0120 ksf, Extent = 18.750 -->> 23.830 ft, Tributary Width = 1.333 ft, (Dead Load Only) Point Load : D = 0.2307, Lr = 0.1734 k @ 18.750 ft, (Point Load of 2nd Floor Bearing Wall) . DESIGN SUMMARY Maximum Bending = Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 12.153 ft 0.8462 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+L+H Maximum Shear = 0.000 ft 5.165 k-ft Maximum Deflection Max Downward Transient Deflection 0.120 in 2376 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.184 in 1553 Max Upward Total Deflection 0.001 in 498646 .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios M V Mmax - Mmax + Rm VnxMa - Max Mnx/Omega Cb Va Max Mnx Vnx/OmegaSegment Length Overall MAXimum Envelope Dsgn. L = 23.83 ft 1 5.17 5.17 0.85 +D+H Dsgn. L = 23.83 ft 1 1.80 1.80 0.37 +D+L+H Dsgn. L = 23.83 ft 1 5.17 5.17 0.85 +D+Lr+H Dsgn. L = 23.83 ft 1 2.39 2.39 0.51 +D+S+H Dsgn. L = 23.83 ft 1 1.80 1.80 0.37 +D+0.750Lr+0.750L+H Dsgn. L = 23.83 ft 1 4.66 4.66 0.77 +D+0.750L+0.750S+H Dsgn. L = 23.83 ft 1 4.31 4.31 0.69 +D+0.60W+H Dsgn. L = 23.83 ft 1 1.80 1.80 0.37 +D+0.70E+H Dsgn. L = 23.83 ft 1 1.80 1.80 0.37 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 23.83 ft 1 4.66 4.66 0.77 +D+0.750L+0.750S+0.450W+H Dsgn. L = 23.83 ft 1 4.31 4.31 0.69 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 23.83 ft 1 4.31 4.31 0.69 +0.60D+0.60W+0.60H Dsgn. L = 23.83 ft 1 1.08 1.08 0.22 +0.60D+0.70E+0.60H Raymar Street - Santa Ana Page 19 of 116 1306 W Raymar St 11/14/22 General Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:FBD for TJI Joists Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios M V Mmax - Mmax + Rm VnxMa - Max Mnx/Omega Cb Va Max Mnx Vnx/OmegaSegment Length Dsgn. L = 23.83 ft 1 1.08 1.08 0.22 . Location in SpanLoad CombinationMax. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.1841 12.034 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.846 0.769 Overall MINimum +D+H 0.240 0.372 +D+L+H 0.846 0.765 +D+Lr+H 0.277 0.509 +D+S+H 0.240 0.372 +D+0.750Lr+0.750L+H 0.722 0.769 +D+0.750L+0.750S+H 0.695 0.667 +D+0.60W+H 0.240 0.372 +D+0.70E+H 0.240 0.372 +D+0.750Lr+0.750L+0.450W+H0.722 0.769 +D+0.750L+0.750S+0.450W+H 0.695 0.667 +D+0.750L+0.750S+0.5250E+H0.695 0.667 +0.60D+0.60W+0.60H 0.144 0.223 +0.60D+0.70E+0.60H 0.144 0.223 D Only 0.240 0.372 Lr Only 0.037 0.136 L Only 0.606 0.393 S Only W Only E Only H Only Raymar Street - Santa Ana Page 20 of 116 1306 W Raymar St 11/14/22 General Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:FBD for TJI Joists (Conservative w/ All Loads including Live - Failing Analysis) General Beam Properties Elastic Modulus ksi29,000.0 100.0 Span #1 in^4Area = in^2 Moment of Inertia = Span Length = 10.0 20.750 ft . Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 k/ft, Extent = 0.0 -->> 18.670 ft, Tributary Width = 1.0 ft, (Distributed Floor Loads) Point Load : D = 0.1920 k @ 18.750 ft, (Exterior Wall Loads) Point Load : D = 0.0960, Lr = 0.160 k @ 18.750 ft, (Upper Roof Loads) Point Load : D = 0.0530, Lr = 0.0880 k @ 18.750 ft, (Low Roof Loads) Uniform Load : D = 0.0080, L = 0.010 ksf, Extent = 0.0 -->> 18.670 ft, Tributary Width = 8.50 ft, (Ceiling Loads) . DESIGN SUMMARY Maximum Bending = Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 10.479 ft 2.138 k Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+L+H Maximum Shear = 0.000 ft 11.153 k-ft Maximum Deflection Max Downward Transient Deflection 0.177 in 1407 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.301 in 827 Max Upward Total Deflection 0.001 in 212962 .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios M V Mmax - Mmax + Rm VnxMa - Max Mnx/Omega Cb Va Max Mnx Vnx/OmegaSegment Length Overall MAXimum Envelope Dsgn. L = 20.75 ft 1 11.15 11.15 2.14 +D+H Dsgn. L = 20.75 ft 1 4.56 4.56 0.98 +D+L+H Dsgn. L = 20.75 ft 1 11.15 11.15 2.14 +D+Lr+H Dsgn. L = 20.75 ft 1 4.82 4.82 1.20 +D+S+H Dsgn. L = 20.75 ft 1 4.56 4.56 0.98 +D+0.750Lr+0.750L+H Dsgn. L = 20.75 ft 1 9.69 9.69 1.94 +D+0.750L+0.750S+H Dsgn. L = 20.75 ft 1 9.50 9.50 1.82 +D+0.60W+H Dsgn. L = 20.75 ft 1 4.56 4.56 0.98 +D+0.70E+H Dsgn. L = 20.75 ft 1 4.56 4.56 0.98 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 20.75 ft 1 9.69 9.69 1.94 +D+0.750L+0.750S+0.450W+H Raymar Street - Santa Ana Page 21 of 116 1306 W Raymar St 11/14/22 General Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:FBD for TJI Joists (Conservative w/ All Loads including Live - Failing Analysis) Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios M V Mmax - Mmax + Rm VnxMa - Max Mnx/Omega Cb Va Max Mnx Vnx/OmegaSegment Length Dsgn. L = 20.75 ft 1 9.50 9.50 1.82 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 20.75 ft 1 9.50 9.50 1.82 +0.60D+0.60W+0.60H Dsgn. L = 20.75 ft 1 2.74 2.74 0.59 +0.60D+0.70E+0.60H Dsgn. L = 20.75 ft 1 2.74 2.74 0.59 . Location in SpanLoad CombinationMax. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.3010 10.479 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.138 2.030 Overall MINimum +D+H 0.855 0.980 +D+L+H 2.138 2.030 +D+Lr+H 0.878 1.204 +D+S+H 0.855 0.980 +D+0.750Lr+0.750L+H 1.835 1.936 +D+0.750L+0.750S+H 1.817 1.768 +D+0.60W+H 0.855 0.980 +D+0.70E+H 0.855 0.980 +D+0.750Lr+0.750L+0.450W+H1.835 1.936 +D+0.750L+0.750S+0.450W+H 1.817 1.768 +D+0.750L+0.750S+0.5250E+H1.817 1.768 +0.60D+0.60W+0.60H 0.513 0.588 +0.60D+0.70E+0.60H 0.513 0.588 D Only 0.855 0.980 Lr Only 0.024 0.224 L Only 1.284 1.050 S Only W Only E Only H Only Raymar Street - Santa Ana Page 22 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:BM-1 (Hip Support) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.1 & Better 1,200.0 1,200.0 1,550.0 625.0 1,800.0 660.0 180.0 800.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0080, L = 0.010 ksf, Tributary Width = 1.330 ft, (Distributed Ceiling Loads) Point Load : D = 0.410, Lr = 0.650 k @ 5.830 ft, (Point Load From Hip) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.856: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 5.844 ft 50.52 psi= = 2,242.50 psi 4x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 225.00 psi== Section used for this span 4x6 Maximum Shear Stress Ratio 0.225 : 1 9.878 ft= = 1,920.05 psi Maximum Deflection 0 <240 245 Ratio =0 <120 Max Downward Transient Deflection 0.290 in 426 Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.505 in Ratio =>=120 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 10.330 ft 1 0.496 0.135 0.90 1.300 1.15 1.00 1.00 1.18 800.82 1614.60 0.28 162.001.00 21.94 1.00+D+L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.512 0.149 1.00 1.300 1.15 1.00 1.00 1.35 919.38 1794.00 0.34 180.001.00 26.82 1.00+D+Lr+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.856 0.225 1.25 1.300 1.15 1.00 1.00 2.82 1,920.05 2242.50 0.65 225.001.00 50.52 1.00+D+S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.388 0.106 1.15 1.300 1.15 1.00 1.00 1.18 800.82 2063.10 0.28 207.001.00 21.94 1.00+D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.771 0.209 1.25 1.300 1.15 1.00 1.00 2.54 1,729.16 2242.50 0.60 225.001.00 47.04 1.00+D+0.750L+0.750S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.431 0.124 1.15 1.300 1.15 1.00 1.00 1.31 889.74 2063.10 0.33 207.001.00 25.60 1.00+D+0.60W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 Raymar Street - Santa Ana Page 23 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:BM-1 (Hip Support) Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00Length = 10.330 ft 1 0.279 0.076 1.60 1.300 1.15 1.00 1.00 1.18 800.82 2870.40 0.28 288.001.00 21.94 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.602 0.163 1.60 1.300 1.15 1.00 1.00 2.54 1,729.16 2870.40 0.60 288.001.00 47.04 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.310 0.089 1.60 1.300 1.15 1.00 1.00 1.31 889.74 2870.40 0.33 288.001.00 25.60 1.00+0.60D+0.60W+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.167 0.046 1.60 1.300 1.15 1.00 1.00 0.71 480.49 2870.40 0.17 288.001.00 13.16 1.00+D+0.70E+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.279 0.076 1.60 1.300 1.15 1.00 1.00 1.18 800.82 2870.40 0.28 288.001.00 21.94 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.310 0.089 1.60 1.300 1.15 1.00 1.00 1.31 889.74 2870.40 0.33 288.001.00 25.60 1.00+0.60D+0.70E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.330 ft 1 0.167 0.046 1.60 1.300 1.15 1.00 1.00 0.71 480.49 2870.40 0.17 288.001.00 13.16 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.5049 5.391 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.517 0.653 Overall MINimum 0.069 0.069 +D+H 0.234 0.286 +D+L+H 0.302 0.355 +D+Lr+H 0.517 0.653 +D+S+H 0.234 0.286 +D+0.750Lr+0.750L+H 0.497 0.613 +D+0.750L+0.750S+H 0.285 0.338 +D+0.60W+H 0.234 0.286 +D+0.750Lr+0.750L+0.450W+H 0.497 0.613 +D+0.750L+0.750S+0.450W+H 0.285 0.338 +0.60D+0.60W+0.60H 0.140 0.172 +D+0.70E+0.60H 0.234 0.286 +D+0.750L+0.750S+0.5250E+H 0.285 0.338 +0.60D+0.70E+H 0.140 0.172 D Only 0.234 0.286 Lr Only 0.283 0.367 L Only 0.069 0.069 H Only Raymar Street - Santa Ana Page 24 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:BM-2 CJ Support CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0080, L = 0.010 ksf, Tributary Width = 8.50 ft, (Distributed Ceiling Loads) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.258: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 2.375 ft 23.57 psi= = 1,170.00 psi 4x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 4x6 Maximum Shear Stress Ratio 0.131 : 1 4.299 ft= = 301.45 psi Maximum Deflection 0 <240 2444 Ratio =0 <120 Max Downward Transient Deflection 0.013 in 4519 Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.023 in Ratio =>=120 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 4.750 ft 1 0.131 0.067 0.90 1.300 1.00 1.00 1.00 0.20 138.42 1053.00 0.14 162.001.00 10.82 1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.750 ft 1 0.258 0.131 1.00 1.300 1.00 1.00 1.00 0.44 301.45 1170.00 0.30 180.001.00 23.57 1.00+D+Lr+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.750 ft 1 0.095 0.048 1.25 1.300 1.00 1.00 1.00 0.20 138.42 1462.50 0.14 225.001.00 10.82 1.00+D+S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.750 ft 1 0.103 0.052 1.15 1.300 1.00 1.00 1.00 0.20 138.42 1345.50 0.14 207.001.00 10.82 1.00+D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.750 ft 1 0.178 0.091 1.25 1.300 1.00 1.00 1.00 0.38 260.69 1462.50 0.26 225.001.00 20.38 1.00+D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.750 ft 1 0.194 0.098 1.15 1.300 1.00 1.00 1.00 0.38 260.69 1345.50 0.26 207.001.00 20.38 1.00+D+0.60W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Raymar Street - Santa Ana Page 25 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:BM-2 CJ Support Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00Length = 4.750 ft 1 0.074 0.038 1.60 1.300 1.00 1.00 1.00 0.20 138.42 1872.00 0.14 288.001.00 10.82 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.750 ft 1 0.139 0.071 1.60 1.300 1.00 1.00 1.00 0.38 260.69 1872.00 0.26 288.001.00 20.38 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.750 ft 1 0.139 0.071 1.60 1.300 1.00 1.00 1.00 0.38 260.69 1872.00 0.26 288.001.00 20.38 1.00+0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.750 ft 1 0.044 0.023 1.60 1.300 1.00 1.00 1.00 0.12 83.05 1872.00 0.08 288.001.00 6.49 1.00+D+0.70E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.750 ft 1 0.074 0.038 1.60 1.300 1.00 1.00 1.00 0.20 138.42 1872.00 0.14 288.001.00 10.82 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.750 ft 1 0.139 0.071 1.60 1.300 1.00 1.00 1.00 0.38 260.69 1872.00 0.26 288.001.00 20.38 1.00+0.60D+0.70E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.750 ft 1 0.044 0.023 1.60 1.300 1.00 1.00 1.00 0.12 83.05 1872.00 0.08 288.001.00 6.49 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0233 2.392 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.373 0.373 Overall MINimum 0.202 0.202 +D+H 0.171 0.171 +D+L+H 0.373 0.373 +D+Lr+H 0.171 0.171 +D+S+H 0.171 0.171 +D+0.750Lr+0.750L+H 0.323 0.323 +D+0.750L+0.750S+H 0.323 0.323 +D+0.60W+H 0.171 0.171 +D+0.750Lr+0.750L+0.450W+H 0.323 0.323 +D+0.750L+0.750S+0.450W+H 0.323 0.323 +0.60D+0.60W+0.60H 0.103 0.103 +D+0.70E+0.60H 0.171 0.171 +D+0.750L+0.750S+0.5250E+H 0.323 0.323 +0.60D+0.70E+H 0.103 0.103 D Only 0.171 0.171 L Only 0.202 0.202 H Only Raymar Street - Santa Ana Page 26 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:BM-3 (TJI Support) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist Parallam PSL 2.2E 2,900.0 2,900.0 2,900.0 750.0 2,200.0 1,118.19 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.120, L = 0.040 ksf, Tributary Width = 10.420 ft, (Distributed Floor Loads) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.714: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 4.585 ft 191.15 psi= = 2,900.00 psi 4x14Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 290.00 psi== Section used for this span 4x14 Maximum Shear Stress Ratio 0.659 : 1 8.099 ft= = 2,071.26 psi Maximum Deflection 0 <360 610 Ratio =0 <180 Max Downward Transient Deflection 0.045 in 2462 Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.180 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 9.170 ft 1 0.597 0.551 0.90 1.000 1.00 1.00 1.00 13.30 1,557.91 2610.00 4.44 261.001.00 143.77 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.170 ft 1 0.714 0.659 1.00 1.000 1.00 1.00 1.00 17.68 2,071.26 2900.00 5.91 290.001.00 191.15 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.170 ft 1 0.430 0.397 1.25 1.000 1.00 1.00 1.00 13.30 1,557.91 3625.00 4.44 362.501.00 143.77 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.170 ft 1 0.467 0.431 1.15 1.000 1.00 1.00 1.00 13.30 1,557.91 3335.00 4.44 333.501.00 143.77 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.170 ft 1 0.536 0.495 1.25 1.000 1.00 1.00 1.00 16.58 1,942.92 3625.00 5.54 362.501.00 179.30 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.170 ft 1 0.583 0.538 1.15 1.000 1.00 1.00 1.00 16.58 1,942.92 3335.00 5.54 333.501.00 179.30 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Raymar Street - Santa Ana Page 27 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:BM-3 (TJI Support) Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00Length = 9.170 ft 1 0.336 0.310 1.60 1.000 1.00 1.00 1.00 13.30 1,557.91 4640.00 4.44 464.001.00 143.77 1.00+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.170 ft 1 0.336 0.310 1.60 1.000 1.00 1.00 1.00 13.30 1,557.91 4640.00 4.44 464.001.00 143.77 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.170 ft 1 0.419 0.386 1.60 1.000 1.00 1.00 1.00 16.58 1,942.92 4640.00 5.54 464.001.00 179.30 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.170 ft 1 0.419 0.386 1.60 1.000 1.00 1.00 1.00 16.58 1,942.92 4640.00 5.54 464.001.00 179.30 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.170 ft 1 0.419 0.386 1.60 1.000 1.00 1.00 1.00 16.58 1,942.92 4640.00 5.54 464.001.00 179.30 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.170 ft 1 0.201 0.186 1.60 1.000 1.00 1.00 1.00 7.98 934.75 4640.00 2.67 464.001.00 86.26 1.00+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.170 ft 1 0.201 0.186 1.60 1.000 1.00 1.00 1.00 7.98 934.75 4640.00 2.67 464.001.00 86.26 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.1803 4.618 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 7.711 7.711 Overall MINimum 1.911 1.911 +D+H 5.800 5.800 +D+L+H 7.711 7.711 +D+Lr+H 5.800 5.800 +D+S+H 5.800 5.800 +D+0.750Lr+0.750L+H 7.233 7.233 +D+0.750L+0.750S+H 7.233 7.233 +D+0.60W+H 5.800 5.800 +D+0.70E+H 5.800 5.800 +D+0.750Lr+0.750L+0.450W+H 7.233 7.233 +D+0.750L+0.750S+0.450W+H 7.233 7.233 +D+0.750L+0.750S+0.5250E+H 7.233 7.233 +0.60D+0.60W+0.60H 3.480 3.480 +0.60D+0.70E+0.60H 3.480 3.480 D Only 5.800 5.800 L Only 1.911 1.911 H Only Raymar Street - Santa Ana Page 28 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:BM-4 (TJI Support) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist Parallam PSL 2.2E 2,900.0 2,900.0 2,900.0 750.0 2,200.0 1,118.19 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.120, L = 0.040 ksf, Tributary Width = 11.920 ft, (Distributed Floor Loads) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.609: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 3.960 ft 177.87 psi= = 2,900.00 psi 4x14Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 290.00 psi== Section used for this span 4x14 Maximum Shear Stress Ratio 0.613 : 1 6.822 ft= = 1,765.56 psi Maximum Deflection 0 <360 829 Ratio =0 <180 Max Downward Transient Deflection 0.028 in 3341 Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.115 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 7.920 ft 1 0.509 0.512 0.90 1.000 1.00 1.00 1.00 11.33 1,327.50 2610.00 4.13 261.001.00 133.74 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.920 ft 1 0.609 0.613 1.00 1.000 1.00 1.00 1.00 15.07 1,765.56 2900.00 5.50 290.001.00 177.87 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.920 ft 1 0.366 0.369 1.25 1.000 1.00 1.00 1.00 11.33 1,327.50 3625.00 4.13 362.501.00 133.74 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.920 ft 1 0.398 0.401 1.15 1.000 1.00 1.00 1.00 11.33 1,327.50 3335.00 4.13 333.501.00 133.74 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.920 ft 1 0.457 0.460 1.25 1.000 1.00 1.00 1.00 14.13 1,656.04 3625.00 5.16 362.501.00 166.84 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.920 ft 1 0.497 0.500 1.15 1.000 1.00 1.00 1.00 14.13 1,656.04 3335.00 5.16 333.501.00 166.84 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Raymar Street - Santa Ana Page 29 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:BM-4 (TJI Support) Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00Length = 7.920 ft 1 0.286 0.288 1.60 1.000 1.00 1.00 1.00 11.33 1,327.50 4640.00 4.13 464.001.00 133.74 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.920 ft 1 0.357 0.360 1.60 1.000 1.00 1.00 1.00 14.13 1,656.04 4640.00 5.16 464.001.00 166.84 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.920 ft 1 0.357 0.360 1.60 1.000 1.00 1.00 1.00 14.13 1,656.04 4640.00 5.16 464.001.00 166.84 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.920 ft 1 0.172 0.173 1.60 1.000 1.00 1.00 1.00 6.80 796.50 4640.00 2.48 464.001.00 80.24 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.920 ft 1 0.286 0.288 1.60 1.000 1.00 1.00 1.00 11.33 1,327.50 4640.00 4.13 464.001.00 133.74 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.920 ft 1 0.357 0.360 1.60 1.000 1.00 1.00 1.00 14.13 1,656.04 4640.00 5.16 464.001.00 166.84 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.920 ft 1 0.172 0.173 1.60 1.000 1.00 1.00 1.00 6.80 796.50 4640.00 2.48 464.001.00 80.24 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.1146 3.989 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 7.610 7.610 Overall MINimum 1.888 1.888 +D+H 5.722 5.722 +D+L+H 7.610 7.610 +D+Lr+H 5.722 5.722 +D+S+H 5.722 5.722 +D+0.750Lr+0.750L+H 7.138 7.138 +D+0.750L+0.750S+H 7.138 7.138 +D+0.60W+H 5.722 5.722 +D+0.750Lr+0.750L+0.450W+H 7.138 7.138 +D+0.750L+0.750S+0.450W+H 7.138 7.138 +0.60D+0.60W+0.60H 3.433 3.433 +D+0.70E+0.60H 5.722 5.722 +D+0.750L+0.750S+0.5250E+H 7.138 7.138 +0.60D+0.70E+H 3.433 3.433 D Only 5.722 5.722 L Only 1.888 1.888 H Only Raymar Street - Santa Ana Page 30 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:BM-5 (E-W PSL Supporting 2nd Floor & Hold Downs) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist Parallam PSL 2.2E 2,900.0 2,900.0 2,900.0 750.0 2,200.0 1,118.19 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 5.170 ft, (Distributed Roof Loads) Uniform Load : D = 0.0080, L = 0.010 ksf, Tributary Width = 5.830 ft, (Distributed Ceiling Loads) Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.330 ft, (Distributed Floor Loads) Moment : E = 9.972 k-ft, Location = 16.170 ft from left end of this span, (Seismic Reaction) Uniform Load : D = 0.090 k/ft, Extent = 0.0 -->> 19.0 ft, Tributary Width = 1.0 ft, (Wall Dead Load) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.864: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 11.785 ft 111.76 psi= = 2,900.00 psi 3.50 X 14.0Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 290.00 psi== Section used for this span 3.50 X 14.0 Maximum Shear Stress Ratio 0.385 : 1 0.000 ft= = 2,506.44 psi Maximum Deflection 1401 >=240 178 Ratio =0 <120 Max Downward Transient Deflection 0.469 in 611 Ratio =>=240 Max Upward Transient Deflection -0.205 in Ratio = Max Downward Total Deflection 1.609 in Ratio =>=120 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 23.920 ft 1 0.640 0.287 0.90 1.000 1.00 1.00 1.00 15.91 1,669.63 2610.00 2.44 261.001.00 74.82 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.920 ft 1 0.864 0.385 1.00 1.000 1.00 1.00 1.00 23.88 2,506.44 2900.00 3.65 290.001.00 111.76 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.920 ft 1 0.675 0.301 1.25 1.000 1.00 1.00 1.00 23.30 2,445.65 3625.00 3.56 362.501.00 109.08 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.920 ft 1 0.501 0.224 1.15 1.000 1.00 1.00 1.00 15.91 1,669.63 3335.00 2.44 333.501.00 74.82 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Raymar Street - Santa Ana Page 31 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:BM-5 (E-W PSL Supporting 2nd Floor & Hold Downs) Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00Length = 23.920 ft 1 0.794 0.354 1.25 1.000 1.00 1.00 1.00 27.43 2,879.30 3625.00 4.19 362.501.00 128.23 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.920 ft 1 0.689 0.307 1.15 1.000 1.00 1.00 1.00 21.89 2,297.23 3335.00 3.35 333.501.00 102.53 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.920 ft 1 0.360 0.161 1.60 1.000 1.00 1.00 1.00 15.91 1,669.63 4640.00 2.44 464.001.00 74.82 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.920 ft 1 0.621 0.276 1.60 1.000 1.00 1.00 1.00 27.43 2,879.30 4640.00 4.19 464.001.00 128.23 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.920 ft 1 0.495 0.221 1.60 1.000 1.00 1.00 1.00 21.89 2,297.23 4640.00 3.35 464.001.00 102.53 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.920 ft 1 0.216 0.097 1.60 1.000 1.00 1.00 1.00 9.54 1,001.78 4640.00 1.47 464.001.00 44.89 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.920 ft 1 0.358 0.164 1.60 1.000 1.00 1.00 1.00 15.85 1,663.18 4640.00 2.49 464.001.00 76.11 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.920 ft 1 0.464 0.219 1.60 1.000 1.00 1.00 1.00 20.50 2,151.79 4640.00 3.32 464.001.00 101.59 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.920 ft 1 0.235 0.106 1.60 1.000 1.00 1.00 1.00 10.40 1,092.03 4640.00 1.61 464.001.00 49.24 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L+0.450W+H 1 1.6086 11.960 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 4.633 4.281 Overall MINimum -0.417 0.417 +D+H 2.705 2.353 +D+L+H 4.039 3.687 +D+Lr+H 3.942 3.590 +D+S+H 2.705 2.353 +D+0.750Lr+0.750L+H 4.633 4.281 +D+0.750L+0.750S+H 3.705 3.353 +D+0.60W+H 2.705 2.353 +D+0.750Lr+0.750L+0.450W+H 4.633 4.281 +D+0.750L+0.750S+0.450W+H 3.705 3.353 +0.60D+0.60W+0.60H 1.623 1.412 +D+0.70E+0.60H 2.413 2.645 +D+0.750L+0.750S+0.5250E+H 3.486 3.572 +0.60D+0.70E+H 1.331 1.704 D Only 2.705 2.353 Lr Only 1.237 1.237 L Only 1.334 1.334 E Only -0.417 0.417 H Only Raymar Street - Santa Ana Page 32 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Upper Hip Beams CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.457: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 2.346 ft 79.77 psi= = 1,350.00 psi 2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 225.00 psi== Section used for this span 2x8 Maximum Shear Stress Ratio 0.355 : 1 5.397 ft= = 616.63 psi Maximum Deflection 13797 >=240 1460 Ratio =8801 >=120 Max Downward Transient Deflection 0.031 in 2354 Ratio =>=240 Max Upward Transient Deflection -0.005 in Ratio = Max Downward Total Deflection 0.049 in Ratio =>=120 Max Upward Total Deflection -0.008 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 6.0 ft 1 0.241 0.189 0.90 1.200 1.00 1.00 1.00 0.26 234.58 972.00 0.22 162.001.00 30.55 1.00Length = 6.0 ft 2 0.230 0.189 0.90 1.200 1.00 1.00 1.00 0.24 223.37 972.00 0.12 162.001.00 30.55 1.00+D+L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.217 0.170 1.00 1.200 1.00 1.00 1.00 0.26 234.58 1080.00 0.22 180.001.00 30.55 1.00Length = 6.0 ft 2 0.207 0.170 1.00 1.200 1.00 1.00 1.00 0.24 223.37 1080.00 0.12 180.001.00 30.55 1.00+D+Lr+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.457 0.355 1.25 1.200 1.00 1.00 1.00 0.68 616.63 1350.00 0.58 225.001.00 79.77 1.00Length = 6.0 ft 2 0.429 0.355 1.25 1.200 1.00 1.00 1.00 0.63 579.66 1350.00 0.31 225.001.00 79.77 1.00+D+S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.189 0.148 1.15 1.200 1.00 1.00 1.00 0.26 234.58 1242.00 0.22 207.001.00 30.55 1.00Length = 6.0 ft 2 0.180 0.148 1.15 1.200 1.00 1.00 1.00 0.24 223.37 1242.00 0.12 207.001.00 30.55 1.00+D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.386 0.300 1.25 1.200 1.00 1.00 1.00 0.57 521.12 1350.00 0.49 225.001.00 67.47 Raymar Street - Santa Ana Page 33 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Upper Hip Beams Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00Length = 6.0 ft 2 0.363 0.300 1.25 1.200 1.00 1.00 1.00 0.54 490.59 1350.00 0.26 225.001.00 67.47 1.00+D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.189 0.148 1.15 1.200 1.00 1.00 1.00 0.26 234.58 1242.00 0.22 207.001.00 30.55 1.00Length = 6.0 ft 2 0.180 0.148 1.15 1.200 1.00 1.00 1.00 0.24 223.37 1242.00 0.12 207.001.00 30.55 1.00+D+0.60W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.136 0.106 1.60 1.200 1.00 1.00 1.00 0.26 234.58 1728.00 0.22 288.001.00 30.55 1.00Length = 6.0 ft 2 0.129 0.106 1.60 1.200 1.00 1.00 1.00 0.24 223.37 1728.00 0.12 288.001.00 30.55 1.00+D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.302 0.234 1.60 1.200 1.00 1.00 1.00 0.57 521.12 1728.00 0.49 288.001.00 67.47 1.00Length = 6.0 ft 2 0.284 0.234 1.60 1.200 1.00 1.00 1.00 0.54 490.59 1728.00 0.26 288.001.00 67.47 1.00+D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.136 0.106 1.60 1.200 1.00 1.00 1.00 0.26 234.58 1728.00 0.22 288.001.00 30.55 1.00Length = 6.0 ft 2 0.129 0.106 1.60 1.200 1.00 1.00 1.00 0.24 223.37 1728.00 0.12 288.001.00 30.55 1.00+0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.081 0.064 1.60 1.200 1.00 1.00 1.00 0.15 140.75 1728.00 0.13 288.001.00 18.33 1.00Length = 6.0 ft 2 0.078 0.064 1.60 1.200 1.00 1.00 1.00 0.15 134.02 1728.00 0.07 288.001.00 18.33 1.00+D+0.70E+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.136 0.106 1.60 1.200 1.00 1.00 1.00 0.26 234.58 1728.00 0.22 288.001.00 30.55 1.00Length = 6.0 ft 2 0.129 0.106 1.60 1.200 1.00 1.00 1.00 0.24 223.37 1728.00 0.12 288.001.00 30.55 1.00+D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.136 0.106 1.60 1.200 1.00 1.00 1.00 0.26 234.58 1728.00 0.22 288.001.00 30.55 1.00Length = 6.0 ft 2 0.129 0.106 1.60 1.200 1.00 1.00 1.00 0.24 223.37 1728.00 0.12 288.001.00 30.55 1.00+0.60D+0.70E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.0 ft 1 0.081 0.064 1.60 1.200 1.00 1.00 1.00 0.15 140.75 1728.00 0.13 288.001.00 18.33 1.00Length = 6.0 ft 2 0.078 0.064 1.60 1.200 1.00 1.00 1.00 0.15 134.02 1728.00 0.07 288.001.00 18.33 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.0493 2.715 0.0000 0.000 +D+Lr+H20.0000 2.715 -0.0082 1.475 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.595 0.0401.058 Overall MINimum 0.368 0.0220.650 +D+H 0.226 0.0180.408 +D+L+H 0.226 0.0180.408 +D+Lr+H 0.595 0.0401.058 +D+S+H 0.226 0.0180.408 +D+0.750Lr+0.750L+H 0.503 0.0350.895 +D+0.750L+0.750S+H 0.226 0.0180.408 +D+0.60W+H 0.226 0.0180.408 +D+0.750Lr+0.750L+0.450W+H 0.503 0.0350.895 +D+0.750L+0.750S+0.450W+H 0.226 0.0180.408 +0.60D+0.60W+0.60H 0.136 0.0110.245 +D+0.70E+0.60H 0.226 0.0180.408 +D+0.750L+0.750S+0.5250E+H 0.226 0.0180.408 +0.60D+0.70E+H 0.136 0.0110.245 D Only 0.226 0.0180.408 Lr Only 0.368 0.0220.650 H Only Raymar Street - Santa Ana Page 34 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Lower Hip Beam CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 . Applied Loads Service loads entered. Load Factors will be applied for calculations. .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.711: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 2.737 ft 108.81 psi= = 1,350.00 psi 2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 225.00 psi== Section used for this span 2x8 Maximum Shear Stress Ratio 0.484 : 1 6.413 ft= = 959.66 psi Maximum Deflection 7533 >=240 803 Ratio =4708 >=120 Max Downward Transient Deflection 0.065 in 1285 Ratio =>=240 Max Upward Transient Deflection -0.011 in Ratio = Max Downward Total Deflection 0.105 in Ratio =>=120 Max Upward Total Deflection -0.018 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 7.0 ft 1 0.370 0.252 0.90 1.200 1.00 1.00 1.00 0.39 359.87 972.00 0.30 162.001.00 40.80 1.00Length = 7.0 ft 2 0.345 0.252 0.90 1.200 1.00 1.00 1.00 0.37 335.60 972.00 0.16 162.001.00 40.80 1.00+D+L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.333 0.227 1.00 1.200 1.00 1.00 1.00 0.39 359.87 1080.00 0.30 180.001.00 40.80 1.00Length = 7.0 ft 2 0.311 0.227 1.00 1.200 1.00 1.00 1.00 0.37 335.60 1080.00 0.16 180.001.00 40.80 1.00+D+Lr+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.711 0.484 1.25 1.200 1.00 1.00 1.00 1.05 959.66 1350.00 0.79 225.001.00 108.81 1.00Length = 7.0 ft 2 0.663 0.484 1.25 1.200 1.00 1.00 1.00 0.98 894.93 1350.00 0.42 225.001.00 108.81 1.00+D+S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.290 0.197 1.15 1.200 1.00 1.00 1.00 0.39 359.87 1242.00 0.30 207.001.00 40.80 1.00Length = 7.0 ft 2 0.270 0.197 1.15 1.200 1.00 1.00 1.00 0.37 335.60 1242.00 0.16 207.001.00 40.80 1.00+D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.600 0.408 1.25 1.200 1.00 1.00 1.00 0.89 809.71 1350.00 0.67 225.001.00 91.81 1.00Length = 7.0 ft 2 0.559 0.408 1.25 1.200 1.00 1.00 1.00 0.83 755.10 1350.00 0.36 225.001.00 91.81 Raymar Street - Santa Ana Page 35 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Lower Hip Beam Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00+D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.290 0.197 1.15 1.200 1.00 1.00 1.00 0.39 359.87 1242.00 0.30 207.001.00 40.80 1.00Length = 7.0 ft 2 0.270 0.197 1.15 1.200 1.00 1.00 1.00 0.37 335.60 1242.00 0.16 207.001.00 40.80 1.00+D+0.60W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.208 0.142 1.60 1.200 1.00 1.00 1.00 0.39 359.87 1728.00 0.30 288.001.00 40.80 1.00Length = 7.0 ft 2 0.194 0.142 1.60 1.200 1.00 1.00 1.00 0.37 335.60 1728.00 0.16 288.001.00 40.80 1.00+D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.469 0.319 1.60 1.200 1.00 1.00 1.00 0.89 809.71 1728.00 0.67 288.001.00 91.81 1.00Length = 7.0 ft 2 0.437 0.319 1.60 1.200 1.00 1.00 1.00 0.83 755.10 1728.00 0.36 288.001.00 91.81 1.00+D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.208 0.142 1.60 1.200 1.00 1.00 1.00 0.39 359.87 1728.00 0.30 288.001.00 40.80 1.00Length = 7.0 ft 2 0.194 0.142 1.60 1.200 1.00 1.00 1.00 0.37 335.60 1728.00 0.16 288.001.00 40.80 1.00+0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.125 0.085 1.60 1.200 1.00 1.00 1.00 0.24 215.92 1728.00 0.18 288.001.00 24.48 1.00Length = 7.0 ft 2 0.117 0.085 1.60 1.200 1.00 1.00 1.00 0.22 201.36 1728.00 0.10 288.001.00 24.48 1.00+D+0.70E+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.208 0.142 1.60 1.200 1.00 1.00 1.00 0.39 359.87 1728.00 0.30 288.001.00 40.80 1.00Length = 7.0 ft 2 0.194 0.142 1.60 1.200 1.00 1.00 1.00 0.37 335.60 1728.00 0.16 288.001.00 40.80 1.00+D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.208 0.142 1.60 1.200 1.00 1.00 1.00 0.39 359.87 1728.00 0.30 288.001.00 40.80 1.00Length = 7.0 ft 2 0.194 0.142 1.60 1.200 1.00 1.00 1.00 0.37 335.60 1728.00 0.16 288.001.00 40.80 1.00+0.60D+0.70E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.0 ft 1 0.125 0.085 1.60 1.200 1.00 1.00 1.00 0.24 215.92 1728.00 0.18 288.001.00 24.48 1.00Length = 7.0 ft 2 0.117 0.085 1.60 1.200 1.00 1.00 1.00 0.22 201.36 1728.00 0.10 288.001.00 24.48 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.1045 3.168 0.0000 0.000 +D+Lr+H20.0000 3.168 -0.0178 1.799 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.793 0.0471.400 Overall MINimum 0.496 0.0290.875 +D+H 0.298 0.0180.525 +D+L+H 0.298 0.0180.525 +D+Lr+H 0.793 0.0471.400 +D+S+H 0.298 0.0180.525 +D+0.750Lr+0.750L+H 0.669 0.0391.181 +D+0.750L+0.750S+H 0.298 0.0180.525 +D+0.60W+H 0.298 0.0180.525 +D+0.750Lr+0.750L+0.450W+H 0.669 0.0391.181 +D+0.750L+0.750S+0.450W+H 0.298 0.0180.525 +0.60D+0.60W+0.60H 0.179 0.0110.315 +D+0.70E+0.60H 0.298 0.0180.525 +D+0.750L+0.750S+0.5250E+H 0.298 0.0180.525 +0.60D+0.70E+H 0.179 0.0110.315 D Only 0.298 0.0180.525 Lr Only 0.496 0.0290.875 H Only Raymar Street - Santa Ana Page 36 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Rear Patio Cover Beams CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 5.920 ft, (Distributed Roof Loads) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.566: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 5.250 ft 33.45 psi= = 1,125.00 psi 6x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 225.00 psi== Section used for this span 6x8 Maximum Shear Stress Ratio 0.149 : 1 0.000 ft= = 636.26 psi Maximum Deflection 0 <360 714 Ratio =0 <180 Max Downward Transient Deflection 0.105 in 1196 Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.176 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 10.50 ft 1 0.317 0.083 0.90 1.000 1.00 1.00 1.00 1.10 256.52 810.00 0.37 162.001.00 13.49 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.285 0.075 1.00 1.000 1.00 1.00 1.00 1.10 256.52 900.00 0.37 180.001.00 13.49 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.566 0.149 1.25 1.000 1.00 1.00 1.00 2.73 636.26 1125.00 0.92 225.001.00 33.45 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.248 0.065 1.15 1.000 1.00 1.00 1.00 1.10 256.52 1035.00 0.37 207.001.00 13.49 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.481 0.126 1.25 1.000 1.00 1.00 1.00 2.33 541.32 1125.00 0.78 225.001.00 28.46 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.248 0.065 1.15 1.000 1.00 1.00 1.00 1.10 256.52 1035.00 0.37 207.001.00 13.49 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Raymar Street - Santa Ana Page 37 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Rear Patio Cover Beams Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00Length = 10.50 ft 1 0.178 0.047 1.60 1.000 1.00 1.00 1.00 1.10 256.52 1440.00 0.37 288.001.00 13.49 1.00+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.178 0.047 1.60 1.000 1.00 1.00 1.00 1.10 256.52 1440.00 0.37 288.001.00 13.49 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.376 0.099 1.60 1.000 1.00 1.00 1.00 2.33 541.32 1440.00 0.78 288.001.00 28.46 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.178 0.047 1.60 1.000 1.00 1.00 1.00 1.10 256.52 1440.00 0.37 288.001.00 13.49 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.178 0.047 1.60 1.000 1.00 1.00 1.00 1.10 256.52 1440.00 0.37 288.001.00 13.49 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.107 0.028 1.60 1.000 1.00 1.00 1.00 0.66 153.91 1440.00 0.22 288.001.00 8.09 1.00+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.107 0.028 1.60 1.000 1.00 1.00 1.00 0.66 153.91 1440.00 0.22 288.001.00 8.09 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.1764 5.288 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.041 1.041 Overall MINimum 0.622 0.622 +D+H 0.420 0.420 +D+L+H 0.420 0.420 +D+Lr+H 1.041 1.041 +D+S+H 0.420 0.420 +D+0.750Lr+0.750L+H 0.886 0.886 +D+0.750L+0.750S+H 0.420 0.420 +D+0.60W+H 0.420 0.420 +D+0.70E+H 0.420 0.420 +D+0.750Lr+0.750L+0.450W+H 0.886 0.886 +D+0.750L+0.750S+0.450W+H 0.420 0.420 +D+0.750L+0.750S+0.5250E+H 0.420 0.420 +0.60D+0.60W+0.60H 0.252 0.252 +0.60D+0.70E+0.60H 0.252 0.252 D Only 0.420 0.420 Lr Only 0.622 0.622 H Only Raymar Street - Santa Ana Page 38 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Patio Hip Beam CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch Select Structural 1,500.0 1,500.0 1,700.0 625.0 1,900.0 690.0 180.0 1,000.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.627: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 5.927 ft 75.08 psi= = 2,437.50 psi 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 225.00 psi== Section used for this span 4x8 Maximum Shear Stress Ratio 0.334 : 1 0.000 ft= = 1,527.75 psi Maximum Deflection 0 <240 261 Ratio =0 <120 Max Downward Transient Deflection 0.413 in 407 Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.641 in Ratio =>=120 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 14.0 ft 1 0.310 0.163 0.90 1.300 1.00 1.00 1.00 1.39 543.66 1755.00 0.45 162.001.00 26.42 1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.279 0.147 1.00 1.300 1.00 1.00 1.00 1.39 543.66 1950.00 0.45 180.001.00 26.42 1.00+D+Lr+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.627 0.334 1.25 1.300 1.00 1.00 1.00 3.90 1,527.75 2437.50 1.27 225.001.00 75.08 1.00+D+S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.242 0.128 1.15 1.300 1.00 1.00 1.00 1.39 543.66 2242.50 0.45 207.001.00 26.42 1.00+D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.526 0.280 1.25 1.300 1.00 1.00 1.00 3.27 1,281.72 2437.50 1.06 225.001.00 62.92 1.00+D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.242 0.128 1.15 1.300 1.00 1.00 1.00 1.39 543.66 2242.50 0.45 207.001.00 26.42 1.00+D+0.60W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.174 0.092 1.60 1.300 1.00 1.00 1.00 1.39 543.66 3120.00 0.45 288.001.00 26.42 Raymar Street - Santa Ana Page 39 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Patio Hip Beam Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.411 0.218 1.60 1.300 1.00 1.00 1.00 3.27 1,281.72 3120.00 1.06 288.001.00 62.92 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.174 0.092 1.60 1.300 1.00 1.00 1.00 1.39 543.66 3120.00 0.45 288.001.00 26.42 1.00+0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.105 0.055 1.60 1.300 1.00 1.00 1.00 0.83 326.20 3120.00 0.27 288.001.00 15.85 1.00+D+0.70E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.174 0.092 1.60 1.300 1.00 1.00 1.00 1.39 543.66 3120.00 0.45 288.001.00 26.42 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.174 0.092 1.60 1.300 1.00 1.00 1.00 1.39 543.66 3120.00 0.45 288.001.00 26.42 1.00+0.60D+0.70E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 14.0 ft 1 0.105 0.055 1.60 1.300 1.00 1.00 1.00 0.83 326.20 3120.00 0.27 288.001.00 15.85 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.6415 6.745 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.438 0.738 Overall MINimum 0.933 0.467 +D+H 0.505 0.272 +D+L+H 0.505 0.272 +D+Lr+H 1.438 0.738 +D+S+H 0.505 0.272 +D+0.750Lr+0.750L+H 1.205 0.622 +D+0.750L+0.750S+H 0.505 0.272 +D+0.60W+H 0.505 0.272 +D+0.750Lr+0.750L+0.450W+H 1.205 0.622 +D+0.750L+0.750S+0.450W+H 0.505 0.272 +0.60D+0.60W+0.60H 0.303 0.163 +D+0.70E+0.60H 0.505 0.272 +D+0.750L+0.750S+0.5250E+H 0.505 0.272 +0.60D+0.70E+H 0.303 0.163 D Only 0.505 0.272 Lr Only 0.933 0.467 H Only Raymar Street - Santa Ana Page 40 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Window & Door Headers (Second Floor) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.010, Lr = 0.020 ksf, Tributary Width = 4.250 ft, (Distributed Roof Loads) Uniform Load : D = 0.0080, L = 0.010 ksf, Tributary Width = 5.670 ft, (Distributed Ceiling Loads) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.349: 1 Load Combination +D+0.750Lr+0.750L+H Span # where maximum occurs Span # 1 Location of maximum on span 2.750 ft 35.67 psi= = 1,462.50 psi 4x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.750Lr+0.750L+H = = = 225.00 psi= = Section used for this span 4x6 Maximum Shear Stress Ratio 0.159 : 1 5.058 ft= = 509.93 psi Maximum Deflection 0 <240 1247 Ratio =0 <120 Max Downward Transient Deflection 0.023 in 2911 Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.053 in Ratio =>=120 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 5.50 ft 1 0.225 0.102 0.90 1.300 1.00 1.00 1.00 0.35 236.65 1053.00 0.21 162.001.00 16.55 1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.327 0.149 1.00 1.300 1.00 1.00 1.00 0.56 382.45 1170.00 0.34 180.001.00 26.75 1.00+D+Lr+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.311 0.142 1.25 1.300 1.00 1.00 1.00 0.67 455.23 1462.50 0.41 225.001.00 31.84 1.00+D+S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.176 0.080 1.15 1.300 1.00 1.00 1.00 0.35 236.65 1345.50 0.21 207.001.00 16.55 1.00+D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.349 0.159 1.25 1.300 1.00 1.00 1.00 0.75 509.93 1462.50 0.46 225.001.00 35.67 1.00+D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.257 0.117 1.15 1.300 1.00 1.00 1.00 0.51 346.00 1345.50 0.31 207.001.00 24.20 Raymar Street - Santa Ana Page 41 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Window & Door Headers (Second Floor) Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00+D+0.60W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.126 0.057 1.60 1.300 1.00 1.00 1.00 0.35 236.65 1872.00 0.21 288.001.00 16.55 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.272 0.124 1.60 1.300 1.00 1.00 1.00 0.75 509.93 1872.00 0.46 288.001.00 35.67 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.185 0.084 1.60 1.300 1.00 1.00 1.00 0.51 346.00 1872.00 0.31 288.001.00 24.20 1.00+0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.076 0.034 1.60 1.300 1.00 1.00 1.00 0.21 141.99 1872.00 0.13 288.001.00 9.93 1.00+D+0.70E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.126 0.057 1.60 1.300 1.00 1.00 1.00 0.35 236.65 1872.00 0.21 288.001.00 16.55 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.185 0.084 1.60 1.300 1.00 1.00 1.00 0.51 346.00 1872.00 0.31 288.001.00 24.20 1.00+0.60D+0.70E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 5.50 ft 1 0.076 0.034 1.60 1.300 1.00 1.00 1.00 0.21 141.99 1872.00 0.13 288.001.00 9.93 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L+0.450W+H 1 0.0529 2.770 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.545 0.545 Overall MINimum 0.156 0.156 +D+H 0.253 0.253 +D+L+H 0.409 0.409 +D+Lr+H 0.487 0.487 +D+S+H 0.253 0.253 +D+0.750Lr+0.750L+H 0.545 0.545 +D+0.750L+0.750S+H 0.370 0.370 +D+0.60W+H 0.253 0.253 +D+0.750Lr+0.750L+0.450W+H 0.545 0.545 +D+0.750L+0.750S+0.450W+H 0.370 0.370 +0.60D+0.60W+0.60H 0.152 0.152 +D+0.70E+0.60H 0.253 0.253 +D+0.750L+0.750S+0.5250E+H 0.370 0.370 +0.60D+0.70E+H 0.152 0.152 D Only 0.253 0.253 Lr Only 0.234 0.234 L Only 0.156 0.156 H Only Raymar Street - Santa Ana Page 42 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Window & Door Headers (First Floor) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.1 & Better 1,200.0 1,200.0 1,550.0 625.0 1,800.0 660.0 180.0 800.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 11.920 ft, (Distributed Floor Loads) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.766: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 3.125 ft 93.60 psi= = 1,560.00 psi 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 180.00 psi== Section used for this span 4x8 Maximum Shear Stress Ratio 0.520 : 1 5.657 ft= = 1,195.02 psi Maximum Deflection 0 <360 694 Ratio =0 <180 Max Downward Transient Deflection 0.082 in 911 Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.108 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 6.250 ft 1 0.202 0.137 0.90 1.300 1.00 1.00 1.00 0.73 283.86 1404.00 0.38 162.001.00 22.23 1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.766 0.520 1.00 1.300 1.00 1.00 1.00 3.05 1,195.02 1560.00 1.58 180.001.00 93.60 1.00+D+Lr+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.146 0.099 1.25 1.300 1.00 1.00 1.00 0.73 283.86 1950.00 0.38 225.001.00 22.23 1.00+D+S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.158 0.107 1.15 1.300 1.00 1.00 1.00 0.73 283.86 1794.00 0.38 207.001.00 22.23 1.00+D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.496 0.337 1.25 1.300 1.00 1.00 1.00 2.47 967.23 1950.00 1.28 225.001.00 75.75 1.00+D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.539 0.366 1.15 1.300 1.00 1.00 1.00 2.47 967.23 1794.00 1.28 207.001.00 75.75 1.00+D+0.60W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Raymar Street - Santa Ana Page 43 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Window & Door Headers (First Floor) Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00Length = 6.250 ft 1 0.114 0.077 1.60 1.300 1.00 1.00 1.00 0.73 283.86 2496.00 0.38 288.001.00 22.23 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.388 0.263 1.60 1.300 1.00 1.00 1.00 2.47 967.23 2496.00 1.28 288.001.00 75.75 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.388 0.263 1.60 1.300 1.00 1.00 1.00 2.47 967.23 2496.00 1.28 288.001.00 75.75 1.00+0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.068 0.046 1.60 1.300 1.00 1.00 1.00 0.44 170.31 2496.00 0.23 288.001.00 13.34 1.00+D+0.70E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.114 0.077 1.60 1.300 1.00 1.00 1.00 0.73 283.86 2496.00 0.38 288.001.00 22.23 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.388 0.263 1.60 1.300 1.00 1.00 1.00 2.47 967.23 2496.00 1.28 288.001.00 75.75 1.00+0.60D+0.70E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.068 0.046 1.60 1.300 1.00 1.00 1.00 0.44 170.31 2496.00 0.23 288.001.00 13.34 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.1079 3.148 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.954 1.954 Overall MINimum 1.490 1.490 +D+H 0.464 0.464 +D+L+H 1.954 1.954 +D+Lr+H 0.464 0.464 +D+S+H 0.464 0.464 +D+0.750Lr+0.750L+H 1.582 1.582 +D+0.750L+0.750S+H 1.582 1.582 +D+0.60W+H 0.464 0.464 +D+0.750Lr+0.750L+0.450W+H 1.582 1.582 +D+0.750L+0.750S+0.450W+H 1.582 1.582 +0.60D+0.60W+0.60H 0.279 0.279 +D+0.70E+0.60H 0.464 0.464 +D+0.750L+0.750S+0.5250E+H 1.582 1.582 +0.60D+0.70E+H 0.279 0.279 D Only 0.464 0.464 L Only 1.490 1.490 H Only Raymar Street - Santa Ana Page 44 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Window & Door Headers (First Floor & BM-8 Support)) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist Parallam PSL 2.2E 2900 2900 2900 750 2200 1118.19 290 2025 45.07 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-16 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 11.920 ft, (Distributed Floor Loads) Point Load : D = 1.450, Lr = 0.830, L = 1.010 k @ 3.170 ft, (Point Load from BM-8) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.932: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 3.171 ft 167.72 psi= = 2,900.00 psi 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 290.00 psi== Section used for this span 4x8 Maximum Shear Stress Ratio 0.578 : 1 5.657 ft= = 2,703.15 psi Maximum Deflection 0 <360 422 Ratio =0 <180 Max Downward Transient Deflection 0.104 in 722 Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.178 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 6.250 ft 1 0.450 0.253 0.90 1.000 1.00 1.00 1.00 3.00 1,174.80 2610.00 1.12 261.001.00 66.07 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.932 0.578 1.00 1.000 1.00 1.00 1.00 6.91 2,703.15 2900.00 2.84 290.001.00 167.72 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.464 0.251 1.25 1.000 1.00 1.00 1.00 4.30 1,682.15 3625.00 1.54 362.501.00 90.96 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.352 0.198 1.15 1.000 1.00 1.00 1.00 3.00 1,174.80 3335.00 1.12 333.501.00 66.07 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.745 0.444 1.25 1.000 1.00 1.00 1.00 6.90 2,701.57 3625.00 2.72 362.501.00 160.97 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.696 0.427 1.15 1.000 1.00 1.00 1.00 5.93 2,321.06 3335.00 2.41 333.501.00 142.31 Raymar Street - Santa Ana Page 45 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Window & Door Headers (First Floor & BM-8 Support)) Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.253 0.142 1.60 1.000 1.00 1.00 1.00 3.00 1,174.80 4640.00 1.12 464.001.00 66.07 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.582 0.347 1.60 1.000 1.00 1.00 1.00 6.90 2,701.57 4640.00 2.72 464.001.00 160.97 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.500 0.307 1.60 1.000 1.00 1.00 1.00 5.93 2,321.06 4640.00 2.41 464.001.00 142.31 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.152 0.085 1.60 1.000 1.00 1.00 1.00 1.80 704.88 4640.00 0.67 464.001.00 39.64 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.253 0.142 1.60 1.000 1.00 1.00 1.00 3.00 1,174.80 4640.00 1.12 464.001.00 66.07 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.500 0.307 1.60 1.000 1.00 1.00 1.00 5.93 2,321.06 4640.00 2.41 464.001.00 142.31 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 6.250 ft 1 0.152 0.085 1.60 1.000 1.00 1.00 1.00 1.80 704.88 4640.00 0.67 464.001.00 39.64 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.1775 3.148 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.174 3.210 Overall MINimum 1.988 2.002 +D+H 1.186 1.207 +D+L+H 3.174 3.210 +D+Lr+H 1.595 1.628 +D+S+H 1.186 1.207 +D+0.750Lr+0.750L+H 2.984 3.025 +D+0.750L+0.750S+H 2.677 2.709 +D+0.60W+H 1.186 1.207 +D+0.750Lr+0.750L+0.450W+H 2.984 3.025 +D+0.750L+0.750S+0.450W+H 2.677 2.709 +0.60D+0.60W+0.60H 0.712 0.724 +D+0.70E+0.60H 1.186 1.207 +D+0.750L+0.750S+0.5250E+H 2.677 2.709 +0.60D+0.70E+H 0.712 0.724 D Only 1.186 1.207 Lr Only 0.409 0.421 L Only 1.988 2.002 H Only Raymar Street - Santa Ana Page 46 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Hip Beam (Near Bed 2) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load : D= 0.0->0.0120, Lr= 0.0->0.020 ksf, Extent = 0.0 -->> 7.670 ft, Trib Width = 7.0 ft, (Distributed Roof Loads) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.572: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 4.423 ft 61.53 psi= = 1,350.00 psi 2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 225.00 psi== Section used for this span 2x8 Maximum Shear Stress Ratio 0.273 : 1 7.082 ft= = 771.97 psi Maximum Deflection 0 <240 798 Ratio =0 <120 Max Downward Transient Deflection 0.072 in 1277 Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.115 in Ratio =>=120 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 7.670 ft 1 0.298 0.142 0.90 1.200 1.00 1.00 1.00 0.32 289.49 972.00 0.17 162.001.00 23.07 1.00+D+L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.670 ft 1 0.268 0.128 1.00 1.200 1.00 1.00 1.00 0.32 289.49 1080.00 0.17 180.001.00 23.07 1.00+D+Lr+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.670 ft 1 0.572 0.273 1.25 1.200 1.00 1.00 1.00 0.85 771.97 1350.00 0.45 225.001.00 61.53 1.00+D+S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.670 ft 1 0.233 0.111 1.15 1.200 1.00 1.00 1.00 0.32 289.49 1242.00 0.17 207.001.00 23.07 1.00+D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.670 ft 1 0.482 0.231 1.25 1.200 1.00 1.00 1.00 0.71 651.35 1350.00 0.38 225.001.00 51.91 1.00+D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.670 ft 1 0.233 0.111 1.15 1.200 1.00 1.00 1.00 0.32 289.49 1242.00 0.17 207.001.00 23.07 Raymar Street - Santa Ana Page 47 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Hip Beam (Near Bed 2) Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00+D+0.60W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.670 ft 1 0.168 0.080 1.60 1.200 1.00 1.00 1.00 0.32 289.49 1728.00 0.17 288.001.00 23.07 1.00+D+0.70E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.670 ft 1 0.168 0.080 1.60 1.200 1.00 1.00 1.00 0.32 289.49 1728.00 0.17 288.001.00 23.07 1.00+D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.670 ft 1 0.377 0.180 1.60 1.200 1.00 1.00 1.00 0.71 651.35 1728.00 0.38 288.001.00 51.91 1.00+D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.670 ft 1 0.168 0.080 1.60 1.200 1.00 1.00 1.00 0.32 289.49 1728.00 0.17 288.001.00 23.07 1.00+D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.670 ft 1 0.168 0.080 1.60 1.200 1.00 1.00 1.00 0.32 289.49 1728.00 0.17 288.001.00 23.07 1.00+0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.670 ft 1 0.101 0.048 1.60 1.200 1.00 1.00 1.00 0.19 173.69 1728.00 0.10 288.001.00 13.84 1.00+0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 7.670 ft 1 0.101 0.048 1.60 1.200 1.00 1.00 1.00 0.19 173.69 1728.00 0.10 288.001.00 13.84 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.1153 4.003 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.286 0.573 Overall MINimum 0.179 0.358 +D+H 0.107 0.215 +D+L+H 0.107 0.215 +D+Lr+H 0.286 0.573 +D+S+H 0.107 0.215 +D+0.750Lr+0.750L+H 0.242 0.483 +D+0.750L+0.750S+H 0.107 0.215 +D+0.60W+H 0.107 0.215 +D+0.70E+H 0.107 0.215 +D+0.750Lr+0.750L+0.450W+H 0.242 0.483 +D+0.750L+0.750S+0.450W+H 0.107 0.215 +D+0.750L+0.750S+0.5250E+H 0.107 0.215 +0.60D+0.60W+0.60H 0.064 0.129 +0.60D+0.70E+0.60H 0.064 0.129 D Only 0.107 0.215 Lr Only 0.179 0.358 H Only Raymar Street - Santa Ana Page 48 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Ridge Beam (Near Bed 2) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 5.420 ft, (Distributed Roof Loads) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.971: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 4.042 ft 83.69 psi= = 1,350.00 psi 2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 225.00 psi== Section used for this span 2x8 Maximum Shear Stress Ratio 0.372 : 1 0.000 ft= = 1,311.09 psi Maximum Deflection 0 <240 435 Ratio =0 <120 Max Downward Transient Deflection 0.137 in 705 Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.223 in Ratio =>=120 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 8.083 ft 1 0.517 0.198 0.90 1.200 1.00 1.00 1.00 0.55 502.64 972.00 0.23 162.001.00 32.09 1.00+D+L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.083 ft 1 0.465 0.178 1.00 1.200 1.00 1.00 1.00 0.55 502.64 1080.00 0.23 180.001.00 32.09 1.00+D+Lr+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.083 ft 1 0.971 0.372 1.25 1.200 1.00 1.00 1.00 1.44 1,311.09 1350.00 0.61 225.001.00 83.69 1.00+D+S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.083 ft 1 0.405 0.155 1.15 1.200 1.00 1.00 1.00 0.55 502.64 1242.00 0.23 207.001.00 32.09 1.00+D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.083 ft 1 0.821 0.315 1.25 1.200 1.00 1.00 1.00 1.21 1,108.98 1350.00 0.51 225.001.00 70.79 1.00+D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.083 ft 1 0.405 0.155 1.15 1.200 1.00 1.00 1.00 0.55 502.64 1242.00 0.23 207.001.00 32.09 1.00+D+0.60W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Raymar Street - Santa Ana Page 49 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Ridge Beam (Near Bed 2) Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00Length = 8.083 ft 1 0.291 0.111 1.60 1.200 1.00 1.00 1.00 0.55 502.64 1728.00 0.23 288.001.00 32.09 1.00+D+0.70E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.083 ft 1 0.291 0.111 1.60 1.200 1.00 1.00 1.00 0.55 502.64 1728.00 0.23 288.001.00 32.09 1.00+D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.083 ft 1 0.642 0.246 1.60 1.200 1.00 1.00 1.00 1.21 1,108.98 1728.00 0.51 288.001.00 70.79 1.00+D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.083 ft 1 0.291 0.111 1.60 1.200 1.00 1.00 1.00 0.55 502.64 1728.00 0.23 288.001.00 32.09 1.00+D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.083 ft 1 0.291 0.111 1.60 1.200 1.00 1.00 1.00 0.55 502.64 1728.00 0.23 288.001.00 32.09 1.00+0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.083 ft 1 0.175 0.067 1.60 1.200 1.00 1.00 1.00 0.33 301.59 1728.00 0.14 288.001.00 19.25 1.00+0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 8.083 ft 1 0.175 0.067 1.60 1.200 1.00 1.00 1.00 0.33 301.59 1728.00 0.14 288.001.00 19.25 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.2228 4.071 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.710 0.710 Overall MINimum 0.438 0.438 +D+H 0.272 0.272 +D+L+H 0.272 0.272 +D+Lr+H 0.710 0.710 +D+S+H 0.272 0.272 +D+0.750Lr+0.750L+H 0.601 0.601 +D+0.750L+0.750S+H 0.272 0.272 +D+0.60W+H 0.272 0.272 +D+0.70E+H 0.272 0.272 +D+0.750Lr+0.750L+0.450W+H 0.601 0.601 +D+0.750L+0.750S+0.450W+H 0.272 0.272 +D+0.750L+0.750S+0.5250E+H 0.272 0.272 +0.60D+0.60W+0.60H 0.163 0.163 +0.60D+0.70E+0.60H 0.163 0.163 D Only 0.272 0.272 Lr Only 0.438 0.438 H Only Raymar Street - Santa Ana Page 50 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:BM-6 (Hip & Ridge Support Near Bed 2) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0080, L = 0.010 ksf, Tributary Width = 1.333 ft, (Distributed Ceiling Loads) Point Load : D = 0.380, Lr = 0.650 k @ 5.375 ft, (Point Loads from Hip & Ridge) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.761: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 5.365 ft 34.48 psi= = 1,462.50 psi 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 225.00 psi== Section used for this span 4x8 Maximum Shear Stress Ratio 0.153 : 1 10.500 ft= = 1,113.08 psi Maximum Deflection 0 <240 486 Ratio =0 <120 Max Downward Transient Deflection 0.153 in 823 Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.259 in Ratio =>=120 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 10.50 ft 1 0.424 0.091 0.90 1.300 1.00 1.00 1.00 1.14 446.93 1053.00 0.25 162.001.00 14.81 1.00+D+L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.443 0.105 1.00 1.300 1.00 1.00 1.00 1.33 518.79 1170.00 0.32 180.001.00 18.95 1.00+D+Lr+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.761 0.153 1.25 1.300 1.00 1.00 1.00 2.84 1,113.08 1462.50 0.58 225.001.00 34.48 1.00+D+S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.332 0.072 1.15 1.300 1.00 1.00 1.00 1.14 446.93 1345.50 0.25 207.001.00 14.81 1.00+D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.684 0.145 1.25 1.300 1.00 1.00 1.00 2.56 1,000.44 1462.50 0.55 225.001.00 32.66 1.00+D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.372 0.087 1.15 1.300 1.00 1.00 1.00 1.28 500.83 1345.50 0.30 207.001.00 17.91 1.00+D+0.60W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Raymar Street - Santa Ana Page 51 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:BM-6 (Hip & Ridge Support Near Bed 2) Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00Length = 10.50 ft 1 0.239 0.051 1.60 1.300 1.00 1.00 1.00 1.14 446.93 1872.00 0.25 288.001.00 14.81 1.00+D+0.70E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.239 0.051 1.60 1.300 1.00 1.00 1.00 1.14 446.93 1872.00 0.25 288.001.00 14.81 1.00+D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.534 0.113 1.60 1.300 1.00 1.00 1.00 2.56 1,000.44 1872.00 0.55 288.001.00 32.66 1.00+D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.268 0.062 1.60 1.300 1.00 1.00 1.00 1.28 500.83 1872.00 0.30 288.001.00 17.91 1.00+D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.268 0.062 1.60 1.300 1.00 1.00 1.00 1.28 500.83 1872.00 0.30 288.001.00 17.91 1.00+0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.143 0.031 1.60 1.300 1.00 1.00 1.00 0.69 268.16 1872.00 0.15 288.001.00 8.89 1.00+0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.143 0.031 1.60 1.300 1.00 1.00 1.00 0.69 268.16 1872.00 0.15 288.001.00 8.89 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.2590 5.327 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.559 0.583 Overall MINimum 0.070 0.070 +D+H 0.241 0.251 +D+L+H 0.311 0.320 +D+Lr+H 0.559 0.583 +D+S+H 0.241 0.251 +D+0.750Lr+0.750L+H 0.532 0.553 +D+0.750L+0.750S+H 0.294 0.303 +D+0.60W+H 0.241 0.251 +D+0.70E+H 0.241 0.251 +D+0.750Lr+0.750L+0.450W+H 0.532 0.553 +D+0.750L+0.750S+0.450W+H 0.294 0.303 +D+0.750L+0.750S+0.5250E+H 0.294 0.303 +0.60D+0.60W+0.60H 0.145 0.150 +0.60D+0.70E+0.60H 0.145 0.150 D Only 0.241 0.251 Lr Only 0.317 0.333 L Only 0.070 0.070 H Only Raymar Street - Santa Ana Page 52 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Garage Ridge Beam CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans : D = 0.0120, Lr = 0.020 ksf, Tributary Width = 10.333 ft . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.677: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 4.920 ft 113.92 psi= = 1,350.00 psi 2x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 225.00 psi== Section used for this span 2x8 Maximum Shear Stress Ratio 0.506 : 1 4.920 ft= = 913.65 psi Maximum Deflection 0 <240 2455 Ratio =0 <120 Max Downward Transient Deflection 0.015 in 3928 Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.024 in Ratio =>=120 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 4.920 ft 1 0.352 0.264 0.90 1.200 1.00 1.00 1.00 0.38 342.62 972.00 0.31 162.001.00 42.72 1.00Length = 4.920 ft 2 0.352 0.264 0.90 1.200 1.00 1.00 1.00 0.38 342.62 972.00 0.31 162.001.00 42.72 1.00+D+L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.920 ft 1 0.317 0.237 1.00 1.200 1.00 1.00 1.00 0.38 342.62 1080.00 0.31 180.001.00 42.72 1.00Length = 4.920 ft 2 0.317 0.237 1.00 1.200 1.00 1.00 1.00 0.38 342.62 1080.00 0.31 180.001.00 42.72 1.00+D+Lr+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.920 ft 1 0.677 0.506 1.25 1.200 1.00 1.00 1.00 1.00 913.65 1350.00 0.83 225.001.00 113.92 1.00Length = 4.920 ft 2 0.677 0.506 1.25 1.200 1.00 1.00 1.00 1.00 913.65 1350.00 0.83 225.001.00 113.92 1.00+D+S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.920 ft 1 0.276 0.206 1.15 1.200 1.00 1.00 1.00 0.38 342.62 1242.00 0.31 207.001.00 42.72 1.00Length = 4.920 ft 2 0.276 0.206 1.15 1.200 1.00 1.00 1.00 0.38 342.62 1242.00 0.31 207.001.00 42.72 1.00+D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Raymar Street - Santa Ana Page 53 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Garage Ridge Beam Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00Length = 4.920 ft 1 0.571 0.427 1.25 1.200 1.00 1.00 1.00 0.84 770.90 1350.00 0.70 225.001.00 96.12 1.00Length = 4.920 ft 2 0.571 0.427 1.25 1.200 1.00 1.00 1.00 0.84 770.90 1350.00 0.70 225.001.00 96.12 1.00+D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.920 ft 1 0.276 0.206 1.15 1.200 1.00 1.00 1.00 0.38 342.62 1242.00 0.31 207.001.00 42.72 1.00Length = 4.920 ft 2 0.276 0.206 1.15 1.200 1.00 1.00 1.00 0.38 342.62 1242.00 0.31 207.001.00 42.72 1.00+D+0.60W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.920 ft 1 0.198 0.148 1.60 1.200 1.00 1.00 1.00 0.38 342.62 1728.00 0.31 288.001.00 42.72 1.00Length = 4.920 ft 2 0.198 0.148 1.60 1.200 1.00 1.00 1.00 0.38 342.62 1728.00 0.31 288.001.00 42.72 1.00+D+0.70E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.920 ft 1 0.198 0.148 1.60 1.200 1.00 1.00 1.00 0.38 342.62 1728.00 0.31 288.001.00 42.72 1.00Length = 4.920 ft 2 0.198 0.148 1.60 1.200 1.00 1.00 1.00 0.38 342.62 1728.00 0.31 288.001.00 42.72 1.00+D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.920 ft 1 0.446 0.334 1.60 1.200 1.00 1.00 1.00 0.84 770.90 1728.00 0.70 288.001.00 96.12 1.00Length = 4.920 ft 2 0.446 0.334 1.60 1.200 1.00 1.00 1.00 0.84 770.90 1728.00 0.70 288.001.00 96.12 1.00+D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.920 ft 1 0.198 0.148 1.60 1.200 1.00 1.00 1.00 0.38 342.62 1728.00 0.31 288.001.00 42.72 1.00Length = 4.920 ft 2 0.198 0.148 1.60 1.200 1.00 1.00 1.00 0.38 342.62 1728.00 0.31 288.001.00 42.72 1.00+D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.920 ft 1 0.198 0.148 1.60 1.200 1.00 1.00 1.00 0.38 342.62 1728.00 0.31 288.001.00 42.72 1.00Length = 4.920 ft 2 0.198 0.148 1.60 1.200 1.00 1.00 1.00 0.38 342.62 1728.00 0.31 288.001.00 42.72 1.00+0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.920 ft 1 0.119 0.089 1.60 1.200 1.00 1.00 1.00 0.23 205.57 1728.00 0.19 288.001.00 25.63 1.00Length = 4.920 ft 2 0.119 0.089 1.60 1.200 1.00 1.00 1.00 0.23 205.57 1728.00 0.19 288.001.00 25.63 1.00+0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 4.920 ft 1 0.119 0.089 1.60 1.200 1.00 1.00 1.00 0.23 205.57 1728.00 0.19 288.001.00 25.63 1.00Length = 4.920 ft 2 0.119 0.089 1.60 1.200 1.00 1.00 1.00 0.23 205.57 1728.00 0.19 288.001.00 25.63 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.0240 2.089 0.0000 0.000 +D+Lr+H 2 0.0238 2.859 0.0000 0.000 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.610 0.6102.034 Overall MINimum 0.381 0.3811.271 +D+H 0.229 0.2290.763 +D+L+H 0.229 0.2290.763 +D+Lr+H 0.610 0.6102.034 +D+S+H 0.229 0.2290.763 +D+0.750Lr+0.750L+H 0.515 0.5151.716 +D+0.750L+0.750S+H 0.229 0.2290.763 +D+0.60W+H 0.229 0.2290.763 +D+0.70E+H 0.229 0.2290.763 +D+0.750Lr+0.750L+0.450W+H 0.515 0.5151.716 +D+0.750L+0.750S+0.450W+H 0.229 0.2290.763 +D+0.750L+0.750S+0.5250E+H 0.229 0.2290.763 +0.60D+0.60W+0.60H 0.137 0.1370.458 +0.60D+0.70E+0.60H 0.137 0.1370.458 D Only 0.229 0.2290.763 Lr Only 0.381 0.3811.271 H Only Raymar Street - Santa Ana Page 54 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:BM-7 (Garage Beam Supporting Ridge) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist TimberStrand LSL 1.55E 2,325.0 2,325.0 2,050.0 800.0 1,550.0 787.82 310.0 1,070.0 45.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0080, L = 0.010 ksf, Tributary Width = 1.333 ft, (Distributed Ceiling Loads) Point Load : D = 0.760, Lr = 1.270 k @ 10.333 ft, (Point Loads from Ridge Beam) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.429: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 10.335 ft 38.40 psi= = 2,906.25 psi 3.50 X 14.0Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 387.50 psi== Section used for this span 3.50 X 14.0 Maximum Shear Stress Ratio 0.099 : 1 0.000 ft= = 1,246.41 psi Maximum Deflection 0 <240 406 Ratio =0 <120 Max Downward Transient Deflection 0.327 in 757 Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.610 in Ratio =>=120 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 20.670 ft 1 0.267 0.068 0.90 1.000 1.00 1.00 1.00 5.31 557.74 2092.50 0.62 279.001.00 18.95 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.670 ft 1 0.272 0.073 1.00 1.000 1.00 1.00 1.00 6.03 632.46 2325.00 0.74 310.001.00 22.71 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.670 ft 1 0.429 0.099 1.25 1.000 1.00 1.00 1.00 11.88 1,246.41 2906.25 1.25 387.501.00 38.40 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.670 ft 1 0.209 0.053 1.15 1.000 1.00 1.00 1.00 5.31 557.74 2673.75 0.62 356.501.00 18.95 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.670 ft 1 0.389 0.094 1.25 1.000 1.00 1.00 1.00 10.77 1,130.28 2906.25 1.19 387.501.00 36.35 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.670 ft 1 0.230 0.061 1.15 1.000 1.00 1.00 1.00 5.85 613.78 2673.75 0.71 356.501.00 21.77 Raymar Street - Santa Ana Page 55 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:BM-7 (Garage Beam Supporting Ridge) Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.670 ft 1 0.150 0.038 1.60 1.000 1.00 1.00 1.00 5.31 557.74 3720.00 0.62 496.001.00 18.95 1.00+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.670 ft 1 0.150 0.038 1.60 1.000 1.00 1.00 1.00 5.31 557.74 3720.00 0.62 496.001.00 18.95 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.670 ft 1 0.304 0.073 1.60 1.000 1.00 1.00 1.00 10.77 1,130.28 3720.00 1.19 496.001.00 36.35 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.670 ft 1 0.165 0.044 1.60 1.000 1.00 1.00 1.00 5.85 613.78 3720.00 0.71 496.001.00 21.77 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.670 ft 1 0.165 0.044 1.60 1.000 1.00 1.00 1.00 5.85 613.78 3720.00 0.71 496.001.00 21.77 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.670 ft 1 0.090 0.023 1.60 1.000 1.00 1.00 1.00 3.19 334.64 3720.00 0.37 496.001.00 11.37 1.00+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 20.670 ft 1 0.090 0.023 1.60 1.000 1.00 1.00 1.00 3.19 334.64 3720.00 0.37 496.001.00 11.37 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.6096 10.335 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.284 1.283 Overall MINimum 0.138 0.138 +D+H 0.649 0.648 +D+L+H 0.786 0.786 +D+Lr+H 1.284 1.283 +D+S+H 0.649 0.648 +D+0.750Lr+0.750L+H 1.228 1.228 +D+0.750L+0.750S+H 0.752 0.752 +D+0.60W+H 0.649 0.648 +D+0.70E+H 0.649 0.648 +D+0.750Lr+0.750L+0.450W+H 1.228 1.228 +D+0.750L+0.750S+0.450W+H 0.752 0.752 +D+0.750L+0.750S+0.5250E+H 0.752 0.752 +0.60D+0.60W+0.60H 0.389 0.389 +0.60D+0.70E+0.60H 0.389 0.389 D Only 0.649 0.648 Lr Only 0.635 0.635 L Only 0.138 0.138 H Only Raymar Street - Santa Ana Page 56 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Garage Header CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900 900 1350 625 1600 580 180 575 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 0.230, Lr = 0.380 k @ 9.250 ft, (Point Load from Ridge Beam) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.556: 1 Load Combination +D+Lr+H Span # where maximum occurs Span # 1 Location of maximum on span 9.250 ft 16.90 psi= = 1,350.00 psi 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+Lr+H = = = 225.00 psi== Section used for this span 4x10 Maximum Shear Stress Ratio 0.075 : 1 17.757 ft= = 750.47 psi Maximum Deflection 0 <360 517 Ratio =0 <180 Max Downward Transient Deflection 0.236 in 941 Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.429 in Ratio =>=180 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 18.50 ft 1 0.337 0.050 0.90 1.200 1.00 1.00 1.00 1.36 327.93 972.00 0.17 162.001.00 8.09 1.00+D+L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.50 ft 1 0.304 0.045 1.00 1.200 1.00 1.00 1.00 1.36 327.93 1080.00 0.17 180.001.00 8.09 1.00+D+Lr+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.50 ft 1 0.556 0.075 1.25 1.200 1.00 1.00 1.00 3.12 750.47 1350.00 0.36 225.001.00 16.90 1.00+D+S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.50 ft 1 0.264 0.039 1.15 1.200 1.00 1.00 1.00 1.36 327.93 1242.00 0.17 207.001.00 8.09 1.00+D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.50 ft 1 0.478 0.065 1.25 1.200 1.00 1.00 1.00 2.68 644.84 1350.00 0.32 225.001.00 14.70 1.00+D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.50 ft 1 0.264 0.039 1.15 1.200 1.00 1.00 1.00 1.36 327.93 1242.00 0.17 207.001.00 8.09 1.00+D+0.60W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Raymar Street - Santa Ana Page 57 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:Garage Header Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00Length = 18.50 ft 1 0.190 0.028 1.60 1.200 1.00 1.00 1.00 1.36 327.93 1728.00 0.17 288.001.00 8.09 1.00+D+0.70E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.50 ft 1 0.190 0.028 1.60 1.200 1.00 1.00 1.00 1.36 327.93 1728.00 0.17 288.001.00 8.09 1.00+D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.50 ft 1 0.373 0.051 1.60 1.200 1.00 1.00 1.00 2.68 644.84 1728.00 0.32 288.001.00 14.70 1.00+D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.50 ft 1 0.190 0.028 1.60 1.200 1.00 1.00 1.00 1.36 327.93 1728.00 0.17 288.001.00 8.09 1.00+D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.50 ft 1 0.190 0.028 1.60 1.200 1.00 1.00 1.00 1.36 327.93 1728.00 0.17 288.001.00 8.09 1.00+0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.50 ft 1 0.114 0.017 1.60 1.200 1.00 1.00 1.00 0.82 196.76 1728.00 0.10 288.001.00 4.86 1.00+0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.50 ft 1 0.114 0.017 1.60 1.200 1.00 1.00 1.00 0.82 196.76 1728.00 0.10 288.001.00 4.86 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+Lr+H 1 0.4289 9.318 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.370 0.370 Overall MINimum 0.190 0.190 +D+H 0.180 0.180 +D+L+H 0.180 0.180 +D+Lr+H 0.370 0.370 +D+S+H 0.180 0.180 +D+0.750Lr+0.750L+H 0.322 0.322 +D+0.750L+0.750S+H 0.180 0.180 +D+0.60W+H 0.180 0.180 +D+0.70E+H 0.180 0.180 +D+0.750Lr+0.750L+0.450W+H 0.322 0.322 +D+0.750L+0.750S+0.450W+H 0.180 0.180 +D+0.750L+0.750S+0.5250E+H 0.180 0.180 +0.60D+0.60W+0.60H 0.108 0.108 +0.60D+0.70E+0.60H 0.108 0.108 D Only 0.180 0.180 Lr Only 0.190 0.190 H Only Raymar Street - Santa Ana Page 58 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:BM-8 (Supporting CJ Bearing Wall Above) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-10 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist Parallam PSL 2.2E 2,900.0 2,900.0 2,900.0 750.0 2,200.0 1,118.19 290.0 2,025.0 45.070 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :ASCE 7-10 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0120, Lr = 0.040 ksf, Tributary Width = 1.333 ft, (Distributed Floor Loads) Point Load : D = 0.1920 k @ 18.750 ft, (Exterior Wall Load) Point Load : D = 0.0960, Lr = 0.160 k @ 18.750 ft, (Upper Roof Loads) Point Load : D = 0.0530, Lr = 0.0880 k @ 18.750 ft, (Low Roof Loads) Uniform Load : D = 0.0080, L = 0.010 ksf, Tributary Width = 8.50 ft, (Ceiling Loads) . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.505: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 12.350 ft 69.07 psi= = 2,900.00 psi 3.50 X 14.0Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 290.00 psi== Section used for this span 3.50 X 14.0 Maximum Shear Stress Ratio 0.238 : 1 22.699 ft= = 1,465.70 psi Maximum Deflection 0 <240 307 Ratio =0 <120 Max Downward Transient Deflection 0.352 in 811 Ratio =>=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.930 in Ratio =>=120 Max Upward Total Deflection 0.000 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable . Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C i C L C C C C F/V m r t d Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length +D+H 0.00 0.00 0.000.00 1.00Length = 23.830 ft 1 0.319 0.157 0.90 1.000 1.00 1.00 1.00 7.94 833.73 2610.00 1.34 261.001.00 41.01 1.00+D+L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.830 ft 1 0.505 0.238 1.00 1.000 1.00 1.00 1.00 13.96 1,465.70 2900.00 2.26 290.001.00 69.07 1.00+D+Lr+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.830 ft 1 0.359 0.178 1.25 1.000 1.00 1.00 1.00 12.38 1,299.71 3625.00 2.11 362.501.00 64.58 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.830 ft 1 0.250 0.123 1.15 1.000 1.00 1.00 1.00 7.94 833.73 3335.00 1.34 333.501.00 41.01 1.00+D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 Raymar Street - Santa Ana Page 59 of 116 1306 W Raymar St 11/14/22 Wood Beam Affinity Design GroupLic. # : KW-06011953 DESCRIPTION:BM-8 (Supporting CJ Bearing Wall Above) Span # Moment ValuesLoad Combination C i C LCC CCF/V m r td Shear ValuesMax Stress Ratios M CV fb M fv F'b V F'vSegment Length 1.00Length = 23.830 ft 1 0.457 0.220 1.25 1.000 1.00 1.00 1.00 15.78 1,656.67 3625.00 2.60 362.501.00 79.73 1.00+D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.830 ft 1 0.392 0.186 1.15 1.000 1.00 1.00 1.00 12.46 1,307.60 3335.00 2.03 333.501.00 62.05 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.830 ft 1 0.180 0.088 1.60 1.000 1.00 1.00 1.00 7.94 833.73 4640.00 1.34 464.001.00 41.01 1.00+D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.830 ft 1 0.180 0.088 1.60 1.000 1.00 1.00 1.00 7.94 833.73 4640.00 1.34 464.001.00 41.01 1.00+D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.830 ft 1 0.357 0.172 1.60 1.000 1.00 1.00 1.00 15.78 1,656.67 4640.00 2.60 464.001.00 79.73 1.00+D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.830 ft 1 0.282 0.134 1.60 1.000 1.00 1.00 1.00 12.46 1,307.60 4640.00 2.03 464.001.00 62.05 1.00+D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.830 ft 1 0.282 0.134 1.60 1.000 1.00 1.00 1.00 12.46 1,307.60 4640.00 2.03 464.001.00 62.05 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.830 ft 1 0.108 0.053 1.60 1.000 1.00 1.00 1.00 4.77 500.24 4640.00 0.80 464.001.00 24.60 1.00+0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 23.830 ft 1 0.108 0.053 1.60 1.000 1.00 1.00 1.00 4.77 500.24 4640.00 0.80 464.001.00 24.60 . Location in SpanLoad Combination Max. "-" Defl Location in Span Load Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750Lr+0.750L+0.450W+H 1 0.9299 12.089 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.532 2.834 Overall MINimum 1.013 1.013 +D+H 1.256 1.452 +D+L+H 2.269 2.465 +D+Lr+H 1.944 2.282 +D+S+H 1.256 1.452 +D+0.750Lr+0.750L+H 2.532 2.834 +D+0.750L+0.750S+H 2.016 2.211 +D+0.60W+H 1.256 1.452 +D+0.70E+H 1.256 1.452 +D+0.750Lr+0.750L+0.450W+H 2.532 2.834 +D+0.750L+0.750S+0.450W+H 2.016 2.211 +D+0.750L+0.750S+0.5250E+H 2.016 2.211 +0.60D+0.60W+0.60H 0.754 0.871 +0.60D+0.70E+0.60H 0.754 0.871 D Only 1.256 1.452 Lr Only 0.688 0.830 L Only 1.013 1.013 H Only Raymar Street - Santa Ana Page 60 of 116 1306 W Raymar St 11/14/22 Raymar Street - Santa Ana Page 59 of 114Raymar Street - Santa Ana Page 61 of 116 1306 W Raymar St 11/14/22 Design Method Connection Type Fastener Type Loading Scenario Main Member Type Main Member Thickness Side Member Type Side Member Thickness Nail Type Nail Size Load Duration Factor Wet Service Factor End Grain Factor Temperature Factor Diaphragm Factor Connection Yield Modes Im 587 lbs. Is 587 lbs. II 243 lbs. IIIm 214 lbs. IIIs 214 lbs. IV 147 lbs. Adjusted ASD Capacity 147 lbs. Nail bending yield strength of 90000 psi is assumed. The Adjusted ASD Capacity does not apply for toe-nails installed in wood members. Length of tapered tip is assumed to be two times the nail diameter for calculating dowel bearing length in the main member. The Adjusted ASD Capacity only applies for nails that have been driven flush with the side member surface. It does not apply for nails that have been overdriven into the side member. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the state-of-the-art, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this on-line Connection Calculator. Those using this on-line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. Allowable Stress Design (ASD) Lateral loading Nail Single Shear Douglas Fir-Larch 1.5 in. Douglas Fir-Larch 1.5 in. Common Wire 10d (D = 0.148 in.; L = 3 in.) C_D = 1.25 C_M = 1.0 C_eg = 1.0 C_t = 1.0 C_di = 1.0 Raymar Street - Santa Ana Page 60 of 114Raymar Street - Santa Ana Page 62 of 116 1306 W Raymar St 11/14/22 General Information: B T = 30.25 ft B L = 53.00 ft H plt = 9.00 ft H plt2 = 9 ft Two Story pitch = 0.25 ft/ft θ = 14.00 h peak = 22.17ft Projected Roof Height:h pr = h peak - h plt = 13.17ft Mean Bldg. Height:h mean = (h plt + h pr /2) = 15.58 ft Wind Loads: Basic Wind Speed (3 second gust - Figure 6-1):Vwind = 110 mph Wind Load Importance Factor (Table 6-1): I w = 1.0 Exposure Category :Exposure = C Height and Exposure Coefficient (Figure 6-2):λ = 1.0 Topographic Factor (Section 6.5.7)Kzt = 1.0 10% of least horizontal dimension = 3.025 ft 0.4h mean = 6.23 ft Min = 3.025 ft 3' min = 3 ft a =3.03 ft 2a =6.05 ft Roof Pitch: Peak Roof Height: Wind Evaluation for: 1306 W Raymar Street, Santa Ana, CA 92703 Transverse Length (North-South): Longitudinal Width (East-West): Plate Height: Plate Height_2nd flr: Raymar Street - Santa Ana Page 61 of 114Raymar Street - Santa Ana Page 63 of 116 1306 W Raymar St 11/14/22 Roof θ A B C D E F G H 0 19.2 -10 12.7 -5.9 -23.1 -13.1 -16 -10.1 Roof θ A B C D E F G H 15 24.1 -8 16 -4.6 -23.1 -15.1 -16 -11.5 Roof θ A B C D E F G H 14.00 24.1 -8.0 16.0 -4.6 -23.1 -15.1 -16.0 -11.5 Wind Load to Roof Level: Tributary Wall Height = 4.50 ft Projected Roof Height = 4.17 ft Total Tributary Height = 8.67 ft Transverse: w end = A*H t = 209 lb/ft w int = C*H t = 139 lb/ft W = w end (2a)+w int (B T -2a) = 4619 lbs R A = w end (2a)(B T -a)(1/B T ) + w int (B T - 2a)(B T /2 - a)(1/B T ) = 2480 lbs R B = W - R A = 2140 10 psf min diaphragm = 10H t B T =2622 Wind Base Shear = 4619 lbs Longitudinal: w end = A*H t = 209 lb/ft w int = C*H t = 139 lb/ft W = w end (2a)+w int (B L -2a) = 7774 lbs R A = w end (2a)(B L -a)(1/B L ) + w int (B L - 2a)(B L /2 - a)(1/B L ) = 4075 lbs R B = W - R A = 3699 lbs 10 psf min diaphragm = 10H t B T =4593 lbs Wind Base Shear = V w =7774 lbs ASD Wind Shear = 0.6V w =4664 lbs Design Wind Pressure (ASCE 7, Figure 6-2) 110 Basic Wind Speed Design Wind Pressure (ASCE 7, Figure 6-2) Basic Wind Speed 110 Interpolated Wind Pressure & Adjustment Factors Added Basic Wind Speed 110 Raymar Street - Santa Ana Page 62 of 114Raymar Street - Santa Ana Page 64 of 116 1306 W Raymar St 11/14/22 Site Latitude: 33.7391Site Longitude: -117.8855 I (Usually Class II)1 Tables 1-1 & 11.5-1 R 6.5 Table 12.2-1 Ss 1.296 Section 11.4.1 S1 0.462 Section 11.4.1 D Table 11.6-1&2 Fa 1 Table 11.4-1 Fv 1.8 Table 11.4-2 SMS = FaSS 1.296 Equation 11.4-1 SM1 = FvS1 0.832 Equation 11.4-2 SDS = (2/3)SMS 0.864 Equation 11.4-3 SD1 = (2/3)SM1 0.5544 Equation 11.4-4 Ct 0.02 Table 12.8-2 x 0.75 Table 12.2-2 Ta = Cth n x 0.204 Equation 12.8-7 Cu 1.4 Table 12.8-1 N/A Section 12.8.2 CuTa 0.286 Section 12.8.2 TL 8 Figure 22-15 T 0.204 Section 12.8-2 CS = SDS/(R/I) 0.133 Equation 12.8-2 CSMAX = SD1/(T(R/I)) 0.417 Equation 12.8-3 CSMAX = (SD1TL)/(T2(R/I)) T <= TL Equation 12.8-4 CSMIN = 0.5S1/(R/I) 0.036 Equation 12.8-6 CSMIN 0.010 Equation 12.8-5 Seismic Force Analysis/Summary hn = 22.17 ft CS calc = 0.133 CSMAX= 0.417 CSMIN = 0.010 Use CS = 0.133 1-ft Strip Methodology: Upper Longitudinal Length (East-West):B w =43.00 ft Upper Transverse Length (North-South):BL =20.25 ft Lower Longitudinal Length (East-West):B w =53.00 ft Lower Transverse Length (North-South):BL =30.25 ft Max Considered Short Earthquake Seismic Evaluation for: 1306 W Raymar Street, Santa Ana, CA 92703 Importance Factor Response Factor Short Period Response Acceleration: 1 Second Response Acceleration: Seismic Design Category Site Coefficient Site Coefficient Seismic Response Factor Max Considered 1 Second Earthquake Spectral Response Acceleration Spectral Response Acceleration. 1s Period Parameter 1 Period Parameter 2 Approximate Fundamental Period (sec) Coefficient for Upper Limit Actual Building Period Upper Limit on Fundamental Period Long-Building Transition Period (sec) Period (sec) Raymar Street - Santa Ana Page 63 of 114Raymar Street - Santa Ana Page 65 of 116 1306 W Raymar St 11/14/22 Dead Loads w/ Slope Considered: DLr =12.0 psf DLc =7.95 psf DLf =12.0 psf DLwext =16 psf DLwint =9 psf Hplt =9.00 ft Hplt2 =9.00 ft Cs =0.133 Roof Dead Loads: Unit Roof Dead Load = R w = Bw(DLr+DLc)+2DLwext(Hplt2/2)=1002 lbs/ft Roof Weight = Wr' = Rw*BL =20292 lbs Total Weight to Roof Diaphragm = Wr = Wr' + 2BwDLwext(Hplt2/2) =23208 lbs Second Floor Dead Loads: Unit Second Floor Dead Load = R2nd = DLfBW + 0.5(Hplt + Hplt2)DLwext = 781 lbs/ft Second Floor Weight = W2' = R2nd x BL =23635 lbs Total Weight to 2nd Floor Diaphragm = W2' + BLDLwext0.5(Hplt+Hplt2) =27991 lbs Story Height (hx) Weight (wx)wxhx Fx Vx R 19.33 23208 448607 4138 4138 2 10.33 27991 289148 2667 6806 1 0 Sum 51199 737755 6806 V = CsW =6806 lbs ASD Loading = 0.7Vρ = 6193 lbs <----- GOVERNS Raymar Street - Santa Ana Page 64 of 114Raymar Street - Santa Ana Page 66 of 116 1306 W Raymar St 11/14/22 H t = 8.67 ft Tributary Width:A T = 8.00 ft Distributed Load @ End:w end = A*H t = 125 lb/ft Distributed Load @ Interior:w int = C*H t = 83.2 lb/ft a (See Wind Info):a = 3.03 ft 2a (See Wind Info):2a = 6.05 ft Total Wind Load:W = w end (2a)+w int (A T -2a) = 920.43 lbs Reaction A:R A = w end (2a)(A T -a)(1/BL ) + w int (A T - 2a)(A T /2 - a)(1/A T ) = 491.27 lbs Reaction B:R B = W - R A = 429.16 lbs H plt = 9.00 ft Roof Dead Load =DL r = 12.0 psf Exterior Wall Dead Load =DL wext = 16 psf Seismic Response Factor =C s = 0.133 Tributary Width:A T = 8.00 ft Seismic Reaction:V = C s L BW (DL r A T +.5H plt DL wext ) = 769.90 lbs H t = 8.67 ft Tributary Width:A T = 12.00 ft Distributed Load @ End:w end = A*H t = 125 lb/ft Shearwall Design for: 1306 W Raymar Street, Santa Ana, CA 92703 Plate Height: Line 1' ; Second Floor: Seismic Tributary Height: Wind Line 2' ; Second Floor: Wind Tributary Height: Raymar Street - Santa Ana Page 65 of 114Raymar Street - Santa Ana Page 67 of 116 1306 W Raymar St 11/14/22 Distributed Load @ Interior:w int = C*H t = 83.2 lb/ft a (See Wind Info):a = 3.03 ft 2a (See Wind Info):2a = 6.05 ft Total Wind Load:W = w end (2a)+w int (A T -2a) = 1253.23 lbs Reaction A:R A = w end (2a)(A T -a)(1/BL ) + w int (A T - 2a)(A T /2 - a)(1/A T ) = 689.79 lbs Reaction B:R B = W - R A = 563.44 lbs H plt = 9.00 ft Roof Dead Load =DL r = 12.0 psf Exterior Wall Dead Load =DL wext = 16 psf Seismic Response Factor =C s = 0.133 Tributary Width:A T = 12.00 ft Seismic Reaction:V = C s L BW (DL r A T +.5H plt DL wext ) = 1154.86 lbs H t = 8.67 ft Tributary Width:A T = 22.75 ft Distributed Load @ End:w end = A*H t = 125 lb/ft Distributed Load @ Interior:w int = C*H t = 83.2 lb/ft a (See Wind Info):a = 3.03 ft 2a (See Wind Info):2a = 6.05 ft Total Wind Load:W = w end (2a)+w int (A T -2a) = 2147.63 lbs Reaction A:R A = w end (2a)(A T -a)(1/BL ) + w int (A T - 2a)(A T /2 - a)(1/A T ) = 1167.34 lbs Reaction B:R B = W - R A = 980.28 lbs Seismic Line 4' ; Second Floor: Wind Tributary Height: Seismic Plate Height: Raymar Street - Santa Ana Page 66 of 114Raymar Street - Santa Ana Page 68 of 116 1306 W Raymar St 11/14/22 H plt = 9.00 ft Roof Dead Load =DL r = 12.0 psf Exterior Wall Dead Load =DL wext = 16 psf Seismic Response Factor =C s = 0.133 Tributary Width:A T = 22.75 ft Seismic Reaction:V = C s L BW (DL r A T +.5H plt DL wext ) = 2189.41 lbs H t = 8.67 ft Tributary Width:A T = 11.58 ft Distributed Load @ End:w end = A*H t = 125 lb/ft Distributed Load @ Interior:w int = C*H t = 83.2 lb/ft a (See Wind Info):a = 3.03 ft 2a (See Wind Info):2a = 6.05 ft Total Wind Load:W = w end (2a)+w int (A T -2a) = 1218.56 lbs Reaction A:R A = w end (2a)(A T -a)(1/BL ) + w int (A T - 2a)(A T /2 - a)(1/A T ) = 670.14 lbs Reaction B:R B = W - R A = 548.41 lbs H plt = 9.00 ft Roof Dead Load =DL r = 12.0 psf Exterior Wall Dead Load =DL wext = 16 psf Seismic Response Factor =C s = 0.133 Tributary Width:A T = 11.58 ft Seismic Reaction:V = C s L BW (DL r A T +.5H plt DL wext ) = 2366.46 lbs Line B ; Second Floor: Wind Tributary Height: Seismic Plate Height: Plate Height: Raymar Street - Santa Ana Page 67 of 114Raymar Street - Santa Ana Page 69 of 116 1306 W Raymar St 11/14/22 H t = 8.67 ft Tributary Width:A T = 8.67 ft Distributed Load @ End:w end = A*H t = 125 lb/ft Distributed Load @ Interior:w int = C*H t = 83.2 lb/ft a (See Wind Info):a = 3.03 ft 2a (See Wind Info):2a = 6.05 ft Total Wind Load:W = w end (2a)+w int (A T -2a) = 975.89 lbs Reaction A:R A = w end (2a)(A T -a)(1/BL ) + w int (A T - 2a)(A T /2 - a)(1/A T ) = 526.42 lbs Reaction B:R B = W - R A = 449.48 lbs H plt = 9.00 ft Roof Dead Load =DL r = 12.0 psf Exterior Wall Dead Load =DL wext = 16 psf Seismic Response Factor =C s = 0.133 Tributary Width:A T = 8.67 ft Seismic Reaction:V = C s L BW (DL r A T +.5H plt DL wext ) = 1771.78 lbs H t = 8.67 ft Tributary Width:A T = 10.58 ft Distributed Load @ End:w end = A*H t = 125 lb/ft Distributed Load @ Interior:w int = C*H t = 83.2 lb/ft a (See Wind Info):a = 3.03 ft Line 1 ; First Floor: Wind Tributary Height: Line C ; Second Floor: Wind Tributary Height: Seismic Plate Height: Raymar Street - Santa Ana Page 68 of 114Raymar Street - Santa Ana Page 70 of 116 1306 W Raymar St 11/14/22 2a (See Wind Info):2a = 6.05 ft Total Wind Load:W = w end (2a)+w int (A T -2a) = 1135.36 lbs Reaction A:R A = w end (2a)(A T -a)(1/BL ) + w int (A T - 2a)(A T /2 - a)(1/A T ) = 622.26 lbs Reaction B:R B = W - R A = 513.10 lbs H plt = 9.00 ft Roof Dead Load =DL r = 12.0 psf Exterior Wall Dead Load =DL wext = 16 psf Seismic Response Factor =C s = 0.133 Tributary Width:A T = 10.58 ft Seismic Reaction:V = C s L BW (DL r A T +.5H plt DL wext ) = 1358.96 lbs H t = 8.67 ft Tributary Width:A T = 14.67 ft Distributed Load @ End:w end = A*H t = 125 lb/ft Distributed Load @ Interior:w int = C*H t = 83.2 lb/ft a (See Wind Info):a = 3.03 ft 2a (See Wind Info):2a = 6.05 ft Total Wind Load:W = w end (2a)+w int (A T -2a) = 1475.09 lbs Reaction A:R A = w end (2a)(A T -a)(1/BL ) + w int (A T - 2a)(A T /2 - a)(1/A T ) = 812.40 lbs Reaction B:R B = W - R A = 662.69 lbs H plt = 9.00 ft Line 2 ; First Floor: Wind Tributary Height: Seismic Plate Height: Seismic Plate Height: Raymar Street - Santa Ana Page 69 of 114Raymar Street - Santa Ana Page 71 of 116 1306 W Raymar St 11/14/22 Roof Dead Load =DL r = 12.0 psf Exterior Wall Dead Load =DL wext = 16 psf Seismic Response Factor =C s = 0.133 Tributary Width:A T = 14.67 ft Seismic Reaction:V = C s L BW (DL r A T +.5H plt DL wext ) = 1883.72 lbs H t = 8.67 ft Tributary Width:A T = 16.00 ft Distributed Load @ End:w end = A*H t = 125 lb/ft Distributed Load @ Interior:w int = C*H t = 83.2 lb/ft a (See Wind Info):a = 3.03 ft 2a (See Wind Info):2a = 6.05 ft Total Wind Load:W = w end (2a)+w int (A T -2a) = 1586.03 lbs Reaction A:R A = w end (2a)(A T -a)(1/BL ) + w int (A T - 2a)(A T /2 - a)(1/A T ) = 872.25 lbs Reaction B:R B = W - R A = 713.78 lbs H plt = 9.00 ft Roof Dead Load =DL r = 12.0 psf Exterior Wall Dead Load =DL wext = 16 psf Seismic Response Factor =C s = 0.133 Tributary Width:A T = 16.00 ft Seismic Reaction:V = C s L BW (DL r A T +.5H plt DL wext ) = 2054.50 lbs Line 4 ; First Floor: Wind Line 3 ; First Floor: Wind Tributary Height: Seismic Plate Height: Raymar Street - Santa Ana Page 70 of 114Raymar Street - Santa Ana Page 72 of 116 1306 W Raymar St 11/14/22 H t = 8.67 ft Tributary Width:A T = 11.92 ft Distributed Load @ End:w end = A*H t = 125 lb/ft Distributed Load @ Interior:w int = C*H t = 83.2 lb/ft a (See Wind Info):a = 3.03 ft 2a (See Wind Info):2a = 6.05 ft Total Wind Load:W = w end (2a)+w int (A T -2a) = 1246.29 lbs Reaction A:R A = w end (2a)(A T -a)(1/BL ) + w int (A T - 2a)(A T /2 - a)(1/A T ) = 685.87 lbs Reaction B:R B = W - R A = 560.42 lbs H plt = 9.00 ft Roof Dead Load =DL r = 12.0 psf Exterior Wall Dead Load =DL wext = 16 psf Seismic Response Factor =C s = 0.133 Tributary Width:A T = 11.92 ft Seismic Reaction:V = C s L BW (DL r A T +.5H plt DL wext ) = 1530.17 lbs H t = 8.67 ft Tributary Width:A T = 6.50 ft Distributed Load @ End:w end = A*H t = 125 lb/ft Distributed Load @ Interior:w int = C*H t = 83.2 lb/ft a (See Wind Info):a = 3.03 ft 2a (See Wind Info):2a = 6.05 ft Line A ; First Floor: Wind Tributary Height: Tributary Height: Seismic Plate Height: Raymar Street - Santa Ana Page 71 of 114Raymar Street - Santa Ana Page 73 of 116 1306 W Raymar St 11/14/22 Total Wind Load:W = w end (2a)+w int (A T -2a) = 795.63 lbs Reaction A:R A = w end (2a)(A T -a)(1/BL ) + w int (A T - 2a)(A T /2 - a)(1/A T ) = 406.63 lbs Reaction B:R B = W - R A = 388.99 lbs H plt = 9.00 ft Roof Dead Load =DL r = 12.0 psf Exterior Wall Dead Load =DL wext = 16 psf Seismic Response Factor =C s = 0.133 Tributary Width:A T = 6.50 ft Seismic Reaction:V = C s L BW (DL r A T +.5H plt DL wext ) = 1462.34 lbs H t = 8.67 ft Tributary Width:A T = 15.08 ft Distributed Load @ End:w end = A*H t = 125 lb/ft Distributed Load @ Interior:w int = C*H t = 83.2 lb/ft a (See Wind Info):a = 3.03 ft 2a (See Wind Info):2a = 6.05 ft Total Wind Load:W = w end (2a)+w int (A T -2a) = 1509.76 lbs Reaction A:R A = w end (2a)(A T -a)(1/BL ) + w int (A T - 2a)(A T /2 - a)(1/A T ) = 831.19 lbs Reaction B:R B = W - R A = 678.57 lbs H plt = 9.00 ft Roof Dead Load =DL r = 12.0 psf Exterior Wall Dead Load =DL wext = 16 psf Line B ; First Floor: Wind Tributary Height: Seismic Plate Height: Seismic Plate Height: Raymar Street - Santa Ana Page 72 of 114Raymar Street - Santa Ana Page 74 of 116 1306 W Raymar St 11/14/22 Seismic Response Factor =C s = 0.133 Tributary Width:A T = 15.08 ft Seismic Reaction:V = C s L BW (DL r A T +.5H plt DL wext ) = 3393.38 lbs H t = 8.67 ft Tributary Width:A T = 8.67 ft Distributed Load @ End:w end = A*H t = 125 lb/ft Distributed Load @ Interior:w int = C*H t = 83.2 lb/ft a (See Wind Info):a = 3.03 ft 2a (See Wind Info):2a = 6.05 ft Total Wind Load:W = w end (2a)+w int (A T -2a) = 975.89 lbs Reaction A:R A = w end (2a)(A T -a)(1/BL ) + w int (A T - 2a)(A T /2 - a)(1/A T ) = 526.42 lbs Reaction B:R B = W - R A = 449.48 lbs H plt = 9.00 ft Roof Dead Load =DL r = 12.0 psf Exterior Wall Dead Load =DL wext = 16 psf Seismic Response Factor =C s = 0.133 Tributary Width:A T = 8.67 ft Seismic Reaction:V = C s L BW (DL r A T +.5H plt DL wext ) = 1949.79 lbs H t = 8.67 ft Line D ; First Floor: Wind Tributary Height: Line C ; First Floor: Wind Tributary Height: Seismic Plate Height: Raymar Street - Santa Ana Page 73 of 114Raymar Street - Santa Ana Page 75 of 116 1306 W Raymar St 11/14/22 Tributary Width:A T = 8.25 ft Distributed Load @ End:w end = A*H t = 125 lb/ft Distributed Load @ Interior:w int = C*H t = 83.2 lb/ft a (See Wind Info):a = 3.03 ft 2a (See Wind Info):2a = 6.05 ft Total Wind Load:W = w end (2a)+w int (A T -2a) = 941.23 lbs Reaction A:R A = w end (2a)(A T -a)(1/BL ) + w int (A T - 2a)(A T /2 - a)(1/A T ) = 504.59 lbs Reaction B:R B = W - R A = 436.64 lbs H plt = 9.00 ft Roof Dead Load =DL r = 12.0 psf Exterior Wall Dead Load =DL wext = 16 psf Seismic Response Factor =C s = 0.133 Tributary Width:A T = 8.25 ft Seismic Reaction:V = C s L BW (DL r A T +.5H plt DL wext ) = 583.53 lbs Seismic Plate Height: Raymar Street - Santa Ana Page 74 of 114Raymar Street - Santa Ana Page 76 of 116 1306 W Raymar St 11/14/22 0123453670243897 28  39703 7353 77 71234536703 7353 123453671017 !2 "5#  9627$ 6 %& '2!9 967$ 6 ( 0243897 2 7") 0243897*2  128529 2 +## 327 2 7397 ,7 - +## 327 2 712345367 .7 - 025 97 47/+100 02438973 23 1234256789:;<2=>?@6=>A33;4 BCDE;F7G:;HI;=JK G>C47G:AHI6L M N7I67OP GQ;A>QI6L7RA>;FIA3 G>FCH>7@ GQ;A>QI6L789:;<395224 RI6IDCD7GQ;A>QI6L78QIHS6;==M TUVWX  7Y238 739  7298 739 +4#26 7' 3 , 3927Z7[7126 97$  7"0  7\36]9244 739  7238 7#4 * 35!57Y  ^97\2943 9 7 - * 35!57_ 4 7 5#2443 9 .7 - * 35!57_ 92 712 ,(.7#  * 35!57Y  ^97\2943 9 7 - * 35!57_ 4 7 5#2443 9 .7 - * 35!57_ 92 712 ,7#   712 ^ 712 26 `71 ! 3 947'2#  '2#  7a292 2`7* 67%71  ^ 27243 9`7 _ 8277 7(bbbcdefghiejkclgmndodp Raymar Street - Santa Ana Page 75 of 114Raymar Street - Santa Ana Page 77 of 116 1306 W Raymar St 11/14/22 01234516789 14 3 5789 14 83147413 78353 85667853   055 9 79 347708 51 3234  7!7"#$7 51 3234 03679 34  7!7%& '()((& 829055 9 7*9 347+413 ,!"("!"#85371 2334 )!"("!"#%71 2334 8314-1667 36325789 14 ".., 83125 01234516 83125 % 3 %5/3 9 34 07853 % 3 7853 137# 536 815 &6- 036  8353 8249272 36 - 17829 829& ,4"'#,$"5)#"6 !'#5$,$70747 055 9 *9 34 +413 1 2334 ,8 5( (7(", (7)(7,,' (7"' (7,, (7'"6 (7'"" (7,'8 (7 (7(",5 835 5"58' "58' 9:;< (7((6 (7(""(7"" (7(6 (7(', (7(( (7", (7(6) (7',6 (7(6) 7(( (7)(( (7"85 (7(5 835 5 78314-1667836324=786925 7>342 >3427+334123=70147".7("82-1437?34 5=7"7 313777,@@@ABCDEFGCHIAJEKLBMBN Raymar Street - Santa Ana Page 76 of 114Raymar Street - Santa Ana Page 78 of 116 1306 W Raymar St 11/14/22 012345 6789 28 34838238438182380888988888888888233823 83 2 178 !4182 1"# 38$11%&'8 348%3 38438 1 2382 178 8123 811%82(!3483843)823438 28 34838128  7 *789 28 348123838438181+38%11842 28!38%47 ,782 3448 34)-')84383843818  "833 48% 281 4238123281 86./8183447 07818 34843818428 422 1843818 !4182 1"# 3821"82*36478934 "3 821854283 81 818483  38 18123 422 1832147 478,681 818"323 833 84838438 1851  "8!383"348%358678 84! "8 48*681834488*78638!332 2 "813828686*6828,6 17784! "81834488,7 9:;<=<:)>81 ?88@8!38438A8B338! 7 C78$11%81"3848384!3 38(823834 "3 7 B78381"38412 148D1812)81)88# 238$9781(814 3 82383 32481 8 !381 "788123 81 "848383 238(823 34 "3 7 EFG H IJKLMNKEFG HKOPQKEFG IKRSTUKPMVWPOXKYZ[ONK\O]O\W^_KM`KOXXKaMMQKY^Nb\^bNOXK]OP[XKYZ[ONaOXXYKaW^ZKOY][\^KNO^WMKcZdefKgN[O^[NK^ZOPKEhG KZOYKe[[PKVbX^W]XW[QKe_ EedZK`MNKQ[YWgPJKiZWYKaOYKO]]XW[QK^MKeM^ZKjWPQKOPQKk[WYVW\KlMOQYJ 1183%833215812 148m3!12 m3!128n33 2358186*)8*3*6 1 2%38o3 4 15867* "38,81 8,pppqrstuvwsxyqzu{|r}r~ Raymar Street - Santa Ana Page 77 of 114Raymar Street - Santa Ana Page 79 of 116 1306 W Raymar St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`71 ! 3 947'2#  '2#  7a292 2`7* 67%71  ^ 27243 9`7 _ 8277 7(bbbcdefghiejkclgmndodp Raymar Street - Santa Ana Page 78 of 114Raymar Street - Santa Ana Page 80 of 116 1306 W Raymar St 11/14/22 01234516789 14 3 5789 14 83147413 78353 85667853   055 9 79 347708 51 3234  7!7"#$7 51 3234 03679 34  7!7%& '()((& 829055 9 7*9 347+413 ,!"("!"#85371 2334 )!"("!"#%71 2334 8314-1667 36325789 14 ".., 83125 01234516 83125 % 3 %5/3 9 34 07853 % 3 7853 137# 536 815 &6- 036  8353 8249272 36 - 17829 829& ,4"'#,$"5)#"6 !'#5$,$70747 055 9 *9 34 +413 1 2334 ,8 5( (7,,' (75"(7)'' (78 (78 (7'"8 (7)6" (7,) (75"8 (7,,'5 835 5"58' "58' 9:;< (7((8 (7((7"6 (7(6 (7", (7()" (76'6 (7"66 "7,8 (7"66 7(( (7)(( (7'"5 (76(5 835 5 78314-1667836324=786925 7>342 >3427+334123=70147".7("82-1437?34 5=7"7 313777,@@@ABCDEFGCHIAJEKLBMBN Raymar Street - Santa Ana Page 79 of 114Raymar Street - Santa Ana Page 81 of 116 1306 W Raymar St 11/14/22 012345 6789 28 34838238438182380888988888888888233823 83 2 178 !4182 1"# 38$11%&'8 348%3 38438 1 2382 178 8123 811%82(!3483843)823438 28 34838128  7 *789 28 348123838438181+38%11842 28!38%47 ,782 3448 34)-')84383843818  "833 48% 281 4238123281 86./8183447 07818 34843818428 422 1843818 !4182 1"# 3821"82*36478934 "3 821854283 81 818483  38 18123 422 1832147 478,681 818"323 833 84838438 1851  "8!383"348%358678 84! 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"81834488,7 9:;<=<:)>81 ?88@8!38438A8B338! 7 C78$11%81"3848384!3 38(823834 "3 7 B78381"38412 148D1812)81)88# 238$9781(814 3 82383 32481 8 !381 "788123 81 "848383 238(823 34 "3 7 EFG H IJKLMNKEFG HKOPQKEFG IKRSTUKPMVWPOXKYZ[ONK\O]O\W^_KM`KOXXKaMMQKY^Nb\^bNOXK]OP[XKYZ[ONaOXXYKaW^ZKOY][\^KNO^WMKcZdefKgN[O^[NK^ZOPKEhG KZOYKe[[PKVbX^W]XW[QKe_ EedZK`MNKQ[YWgPJKiZWYKaOYKO]]XW[QK^MKeM^ZKjWPQKOPQKk[WYVW\KlMOQYJ 1183%833215812 148m3!12 m3!128n33 2358186*)8*3*6 1 2%38o3 4 15867* "38,81 8,pppqrstuvwsxyqzu{|r}r~ Raymar Street - Santa Ana Page 80 of 114Raymar Street - Santa Ana Page 82 of 116 1306 W Raymar St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`71 ! 3 947'2#  '2#  7a292 2`7* 67%71  ^ 27243 9`7 _ 8277 7(bbbcdefghiejkclgmndodp Raymar Street - Santa Ana Page 81 of 114Raymar Street - Santa Ana Page 83 of 116 1306 W Raymar St 11/14/22 01234516789 14 3 5789 14 83147413 78353 85667853   055 9 79 347708 51 3234  7!7"#$7 51 3234 03679 34  7!7%& '()((& 829055 9 7*9 347+413 ,!"("!"#85371 2334 )!"("!"#%71 2334 8314-1667 36325789 14 ".., 83125 01234516 83125 % 3 %5/3 9 34 07853 % 3 7853 137# 536 815 &6- 036  8353 8249272 36 - 17829 829&%%'"'#,$""()#"!4 )!"("7"# 055 9 *9 34 +413 1 2334 4' ,4( (5"'" (54(56(4 (5' (5,6 (54( (5'"' (56 (5'"6 (5")45 835 54,'( 4,'( 789: (5((' (5(")(5 (5() (5(6" (5("6 (5," (5(; (5;' (5(; 5(( (5)(( (5,)" (5"'"5 835 5 78314-1667836324<786925 7=342 =3427+334123<70147".7("82-1437>34 5<7"5 313777,???@ABCDEFBGH@IDJKALAM Raymar Street - Santa Ana Page 82 of 114Raymar Street - Santa Ana Page 84 of 116 1306 W Raymar St 11/14/22 012345 6789 28 34838238438182380888988888888888233823 83 2 178 !4182 1"# 38$11%&'8 348%3 38438 1 2382 178 8123 811%82(!3483843)823438 28 34838128  7 *789 28 348123838438181+38%11842 28!38%47 ,782 3448 34)-')84383843818  "833 48% 281 4238123281 86./8183447 07818 34843818428 422 1843818 !4182 1"# 3821"82*36478934 "3 821854283 81 818483  38 18123 422 1832147 478,681 818"323 833 84838438 1851  "8!383"348%358678 84! 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"81834488,7 9:;<=<:)>81 ?88@8!38438A8B338! 7 C78$11%81"3848384!3 38(823834 "3 7 B78381"38412 148D1812)81)88# 238$9781(814 3 82383 32481 8 !381 "788123 81 "848383 238(823 34 "3 7 EFG H IJKLMNKEFG HKOPQKEFG IKRSTUKPMVWPOXKYZ[ONK\O]O\W^_KM`KOXXKaMMQKY^Nb\^bNOXK]OP[XKYZ[ONaOXXYKaW^ZKOY][\^KNO^WMKcZdefKgN[O^[NK^ZOPKEhG KZOYKe[[PKVbX^W]XW[QKe_ EedZK`MNKQ[YWgPJKiZWYKaOYKO]]XW[QK^MKeM^ZKjWPQKOPQKk[WYVW\KlMOQYJ 1183%833215812 148m3!12 m3!128n33 2358186*)8*3*6 1 2%38o3 4 15867* "38,81 8,pppqrstuvwsxyqzu{|r}r~ Raymar Street - Santa Ana Page 83 of 114Raymar Street - Santa Ana Page 85 of 116 1306 W Raymar St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`71 ! 3 947'2#  '2#  7a292 2`7* 67%71  \ 27243 9`7 ^ 8277 7(bbbcdefghiejkclgmndodp Raymar Street - Santa Ana Page 84 of 114Raymar Street - Santa Ana Page 86 of 116 1306 W Raymar St 11/14/22 01234516789 14 3 5789 14 83147413 78353 85667853   055 9 79 347708 51 3234  7!7"#$7 51 3234 03679 34  7!7%& '()((& 829055 9 7*9 347+413 ,!"("!"#85371 2334 )!"("!"#%71 2334 8314-1667 36325789 14 ".., 83125 01234516 83125 % 3 %5/3 9 34 07853 % 3 7853 137# 536 815 &6- 036  8353 8249272 36 - 17829 829&%%'"'#,$""()#"!4 )!"("7"# 055 9 *9 34 +413 1 2334 4' ,4( (5(6) (5'"(574 (5"4" (5") (5' (5466 (5"' (5) (5"(45 835 54,'( 4,'( 89:; (5((' (5(,,(5," (5(,7 (5"6" (5(, (54'' (5()) "5,66 (5()) 5(( (5)(( (5'"7 (5"(65 835 5 78314-1667836324<786925 7=342 =3427+334123<70147".7("82-1437>34 5<7"5 313777,???@ABCDEFBGH@IDJKALAM Raymar Street - Santa Ana Page 85 of 114Raymar Street - Santa Ana Page 87 of 116 1306 W Raymar St 11/14/22 012345 6789 28 34838238438182380888988888888888233823 83 2 178 !4182 1"# 38$11%&'8 348%3 38438 1 2382 178 8123 811%82(!3483843)823438 28 34838128  7 *789 28 348123838438181+38%11842 28!38%47 ,782 3448 34)-')84383843818  "833 48% 281 4238123281 86./8183447 07818 34843818428 422 1843818 !4182 1"# 3821"82*36478934 "3 821854283 81 818483  38 18123 422 1832147 478,681 818"323 833 84838438 1851  "8!383"348%358678 84! 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"81834488,7 9:;<=<:)>81 ?88@8!38438A8B338! 7 C78$11%81"3848384!3 38(823834 "3 7 B78381"38412 148D1812)81)88# 238$9781(814 3 82383 32481 8 !381 "788123 81 "848383 238(823 34 "3 7 EFG H IJKLMNKEFG HKOPQKEFG IKRSTUKPMVWPOXKYZ[ONK\O]O\W^_KM`KOXXKaMMQKY^Nb\^bNOXK]OP[XKYZ[ONaOXXYKaW^ZKOY][\^KNO^WMKcZdefKgN[O^[NK^ZOPKEhG KZOYKe[[PKVbX^W]XW[QKe_ EedZK`MNKQ[YWgPJKiZWYKaOYKO]]XW[QK^MKeM^ZKjWPQKOPQKk[WYVW\KlMOQYJ 1183%833215812 148m3!12 m3!128n33 2358186*)8*3*6 1 2%38o3 4 15867* "38,81 8,pppqrstuvwsxyqzu{|r}r~ Raymar Street - Santa Ana Page 86 of 114Raymar Street - Santa Ana Page 88 of 116 1306 W Raymar St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`71 ! 3 947'2#  '2#  7a292 2`7* 67%71  ] 27243 9`7 _ 8277 7(bbbcdefghiejkclgmndodp Raymar Street - Santa Ana Page 87 of 114Raymar Street - Santa Ana Page 89 of 116 1306 W Raymar St 11/14/22 01234516789 14 3 5789 14 83147413 78353 85667853   055 9 79 347708 51 3234  7!7"#$7 51 3234 03679 34  7!7%& '()((& 055 9 7*9 347+413 ,!"("!"#85371 2334 )!"("!"#%71 2334 8314-1667 36325789 14 ".., 83125 01234516 83125 % 3 %5/3 9 34 07853 % 3 7853 137# 536 815 &6- 036  8353 8249272 36 - 17829 & ,4"'#,$"5)#"6 !'#5$,$70747 055 9 *9 34 +413 1 2334 ,8 5( (7("8 (7'5(7)6, (7"( (756 (7,)6 (7" (78' (76 (7('5 835 5"58' "58' 9:;< (7((6 (7((7" (7(,6 (7"56 (7((6 (76" (7(6 "75 (7(6 7(( (7)(( (76' (7("5 835 5 78314-1667836324=786925 7>342 >3427+334123=70147".7("82-1437?34 5=7"7 313777,@@@ABCDEFGCHIAJEKLBMBN Raymar Street - Santa Ana Page 88 of 114Raymar Street - Santa Ana Page 90 of 116 1306 W Raymar St 11/14/22 012345 6789 28 34838238438182380888988888888888233823 83 2 178 !4182 1"# 38$11%&'8 348%3 38438 1 2382 178 8123 811%82(!3483843)823438 28 34838128  7 *789 28 348123838438181+38%11842 28!38%47 ,782 3448 34)-')84383843818  "833 48% 281 4238123281 86./8183447 07818 34843818428 422 1843818 !4182 1"# 3821"82*36478934 "3 821854283 81 818483  38 18123 422 1832147 478,681 818"323 833 84838438 1851  "8!383"348%358678 84! "8 48*681834488*78638!332 2 "813828686*6828,6 17784! "81834488,7 9:;<=<:)>81 ?88@8!38438A8B338! 7 C78$11%81"3848384!3 38(823834 "3 7 B78381"38412 148D1812)81)88# 238$9781(814 3 82383 32481 8 !381 "788123 81 "848383 238(823 34 "3 7 EFG H IJKLMNKEFG HKOPQKEFG IKRSTUKPMVWPOXKYZ[ONK\O]O\W^_KM`KOXXKaMMQKY^Nb\^bNOXK]OP[XKYZ[ONaOXXYKaW^ZKOY][\^KNO^WMKcZdefKgN[O^[NK^ZOPKEhG KZOYKe[[PKVbX^W]XW[QKe_ EedZK`MNKQ[YWgPJKiZWYKaOYKO]]XW[QK^MKeM^ZKjWPQKOPQKk[WYVW\KlMOQYJ 1183%833215812 148m3!12 m3!128n33 2358186*)8*3*6 1 2%38o3 4 15867* "38,81 8,pppqrstuvwsxyqzu{|r}r~ Raymar Street - Santa Ana Page 89 of 114Raymar Street - Santa Ana Page 91 of 116 1306 W Raymar St 11/14/22 0123453670243897 28  39703 7353 77 71234536703 7353 123453671017 !2 "5#  9627$ 6 %& '2!9 967$ 6 ( 0243897 2 7") 0243897*2  128529 2 +## 327 2 7397 7 , +## 327 2 712345367 (7 , 025 97 47-+10. 02438973 23 /01203456789 :0;<=>4;<?1192 @ABC9D5E89FG9;HI E<A25E8?FG4J K L5G45MN EO9?<OG4J5P?<9DG?1 E<DAF<5> EO9?<OG4J56789 :173002 PG4GBAB5EO9?<OG4J56OGFQ49;;K RSTUV  7W238 739  7298 X739 +4#26 7' 3  "YZ77[71Z \Y07$\\' 7"0  7]36^9244 739  7238 7#4 * 35!57W  _97]2943 9 `7 , * 35!57a 4 7 5#2443 9 X7 , * 35!57a 92 712 X`7#  * 35!57W  _97]2943 9 X7 , * 35!57a 4 7 5#2443 9 `7 , * 35!57a 92 712 7#   712 _ 712 26 b71 ! 3 947'2#  '2#  7c292 2b7* 67%71  _ 27243 9b7 a 8277 7(dddefghijkglmeniopfqfr Raymar Street - Santa Ana Page 90 of 114Raymar Street - Santa Ana Page 92 of 116 1306 W Raymar St 11/14/22 01234516789 14 3 5789 14 83147413 78353 85667853   055 9 79 347708 51 3234  7!7"#$7 51 3234 03679 34  7!7%& '()((& 829055 9 7*9 347+413 ,!"("!"#85371 2334 )!"("!"#%71 2334 8314-1667 36325789 14 ".., 83125 01234516 83125 % 3 %5/3 9 34 07853 % 3 7853 137# 536 815 &6- 036  8353 8249272 36 - 17829 829& ,4"'#,$"5)#"6 !'#5$,$70747 055 9 *9 34 +413 1 2334 ,8 5( (7(5, (755(7)6 (7"" (78') (7," (7)) (7'8 (758 (7(5,5 835 5"58' "58' 9:;< (7(() (7(,6 (7" (7(,) (7) (7("8 (7'() (7()" "7'') (7()" 7(( (7)(( (7') (7"(5 835 5 78314-1667836324=786925 7>342 >3427+334123=70147"'.7("82-1437?34 5=7"7 313777,@@@ABCDEFGCHIAJEKLBMBN Raymar Street - Santa Ana Page 91 of 114Raymar Street - Santa Ana Page 93 of 116 1306 W Raymar St 11/14/22 012345 6789 28 34838238438182380888988888888888233823 83 2 178 !4182 1"# 38$11%&'8 348%3 38438 1 2382 178 8123 811%82(!3483843)823438 28 34838128  7 *789 28 348123838438181+38%11842 28!38%47 ,782 3448 34)-')84383843818  "833 48% 281 4238123281 86./8183447 07818 34843818428 422 1843818 !4182 1"# 3821"82*36478934 "3 821854283 81 818483  38 18123 422 1832147 478,681 818"323 833 84838438 1851  "8!383"348%358678 84! 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"81834488,7 9:;<=<:)>81 ?88@8!38438A8B338! 7 C78$11%81"3848384!3 38(823834 "3 7 B78381"38412 148D1812)81)88# 238$9781(814 3 82383 32481 8 !381 "788123 81 "848383 238(823 34 "3 7 EFG H IJKLMNKEFG HKOPQKEFG IKRSTUKPMVWPOXKYZ[ONK\O]O\W^_KM`KOXXKaMMQKY^Nb\^bNOXK]OP[XKYZ[ONaOXXYKaW^ZKOY][\^KNO^WMKcZdefKgN[O^[NK^ZOPKEhG KZOYKe[[PKVbX^W]XW[QKe_ EedZK`MNKQ[YWgPJKiZWYKaOYKO]]XW[QK^MKeM^ZKjWPQKOPQKk[WYVW\KlMOQYJ 1183%833215812 148m3!12 m3!128n33 23581864)8*3*6 1 2%38o3 4 15867* "38,81 8,pppqrstuvwsxyqzu{|r}r~ Raymar Street - Santa Ana Page 92 of 114Raymar Street - Santa Ana Page 94 of 116 1306 W Raymar St 11/14/22 0123453670243897 28  39703 7353 77 71234536703 7353 123453671017 !2 "5#  9627$ 6 %& '2!9 967$ 6 ( 0243897 2 7") 0243897*2  128529 2 +## 327 2 7397 (7 , +## 327 2 712345367 ((7 , 025 97 47-+10. 02438973 23 /01203456789 :0;<=>4;<?1192 @ABC9D5E89FG9;HI E<A25E8?FG4J K L5G45MN EO9?<OG4J5P?<9DG?1 E<DAF<5> EO9?<OG4J56789 :173002 PG4GBAB5EO9?<OG4J56OGFQ49;;K RSTUV  7W238 739  7298 X739 +4#26 7' 3  39277Y7$34 7$  7"0  7Z36[9244 739  7238 7#4 * 35!57W  \97Z2943 9 ]7 , * 35!57^ 4 7 5#2443 9 7 , * 35!57^ 92 712 (7#  * 35!57W  \97Z2943 9 (7 , * 35!57^ 4 7 5#2443 9 (7 , * 35!57^ 92 712 ]]X7#   712 \ 712 26 _71 ! 3 947'2#  '2#  7`292 2_7* 67%71  \ 27243 9_7 ^ 8277 7(aaabcdefghdijbkflmcnco Raymar Street - Santa Ana Page 93 of 114Raymar Street - Santa Ana Page 95 of 116 1306 W Raymar St 11/14/22 01234516789 14 3 5789 14 83147413 78353 85667853   055 9 79 347708 51 3234  7!7"#$7 51 3234 03679 34  7!7%& '()((& "055 9 7*9 347+413 ,!"("!"#85371 2334 )!"("!"#%71 2334 8314-1667 36325789 14 ".., 83125 01234516 83125 % 3 %5/3 9 34 07853 % 3 7853 137# 536 815 &6- 036  8353 8249272 36 - 17829 "& ,4"'#,$"5)#"6 !'#5$,$70747 055 9 *9 34 +413 1 2334 ,8 5( (7",6 (7)(,(7) (7"85 (78' (76' (75(' (7,8 (78( (7(5 835 5"58' "58' 9:;< (7(() (7('(768 (7()6 (7' (7(,' (7688 (7"(' "7',) (7"(' 7(( (7)(( (7')8 (7")5 835 5 78314-1667836324=786925 7>342 >3427+334123=70147".7("82-1437?34 5=7"7 313777,@@@ABCDEFGCHIAJEKLBMBN Raymar Street - Santa Ana Page 94 of 114Raymar Street - Santa Ana Page 96 of 116 1306 W Raymar St 11/14/22 012345 6789 28 34838238438182380888988888888888233823 83 2 178 !4182 1"# 38$11%&'8 348%3 38438 1 2382 178 8123 811%82(!3483843)823438 28 34838128  7 *789 28 348123838438181+38%11842 28!38%47 ,782 3448 34)-')84383843818  "833 48% 281 4238123281 86./8183447 07818 34843818428 422 1843818 !4182 1"# 3821"82*36478934 "3 821854283 81 818483  38 18123 422 1832147 478,681 818"323 833 84838438 1851  "8!383"348%358678 84! 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"8 48*681834488*78638!332 2 "813828686*6828,6 17784! "81834488,7 9:;<=<:)>81 ?88@8!38438A8B338! 7 C78$11%81"3848384!3 38(823834 "3 7 B78381"38412 148D1812)81)88# 238$9781(814 3 82383 32481 8 !381 "788123 81 "848383 238(823 34 "3 7 EFG H IJKLMNKEFG HKOPQKEFG IKRSTUKPMVWPOXKYZ[ONK\O]O\W^_KM`KOXXKaMMQKY^Nb\^bNOXK]OP[XKYZ[ONaOXXYKaW^ZKOY][\^KNO^WMKcZdefKgN[O^[NK^ZOPKEhG KZOYKe[[PKVbX^W]XW[QKe_ EedZK`MNKQ[YWgPJKiZWYKaOYKO]]XW[QK^MKeM^ZKjWPQKOPQKk[WYVW\KlMOQYJ 1183%833215812 148m3!12 m3!128n33 2358186*)8*3*6 1 2%38o3 4 15867* "38,81 8,pppqrstuvwsxyqzu{|r}r~ Raymar Street - Santa Ana Page 101 of 114Raymar Street - Santa Ana Page 103 of 116 1306 W Raymar St 11/14/22 0123453670243897 28  39703 7353 77 71234536703 7353 123453671017 !2 "5#  9627$ 6 %& '2!9 967$ 6 ( 0243897 2 7") 0243897*2  128529 2 +## 327 2 7397 7 , +## 327 2 712345367 -.7 , 025 97 47/+100 02438973 23 1234256789:;<2=>?@6=>A33;4 BCDE;F7G:;HI;=JK G>C47G:AHI6L M N7I67OP GQ;A>QI6L7RA>;FIA3 G>FCH>7@ GQ;A>QI6L789:;<395224 RI6IDCD7GQ;A>QI6L78QIHS6;==M TUVWX  7Y238 739  7298 .739 +4#26 7' 3  39277Z7$34 7$  7"0  7[36\9244 739  7238 7#4 * 35!57Y  ]97[2943 9 7 , * 35!57^ 4 7 5#2443 9 .(7 , * 35!57^ 92 712 (7#  * 35!57Y  ]97[2943 9 -7 , * 35!57^ 4 7 5#2443 9 (.(7 , * 35!57^ 92 712 7#   712 ] 712 26 _71 ! 3 947'2#  '2#  7`292 2_7* 67%71  ] 27243 9_7 ^ 8277 7(aaabcdefghdijbkflmcnco Raymar Street - Santa Ana Page 102 of 114Raymar Street - Santa Ana Page 104 of 116 1306 W Raymar St 11/14/22 01234516789 14 3 5789 14 83147413 78353 85667853   055 9 79 347708 51 3234  7!7"#$7 51 3234 03679 34  7!7%& '()((& 829055 9 7*9 347+413 ,!"("!"#85371 2334 )!"("!"#%71 2334 8314-1667 36325789 14 ".., 83125 01234516 83125 % 3 %5/3 9 34 07853 % 3 7853 137# 536 815 &6- 036  8353 8249272 36 - 17829 829 %%4"'#,$""()#"!5 6!8 87"#5$7" "#$ 055 9 *9 34 +413 1 2334 5' ,5( (8" (85)(8( (8"6" (8)5 (8,(' (855 (8" (89,9 (85 835 5"5' "5' :;<= (8((5 (8("(8"9, (8(56 (8"9" (8(, (85( (8(65 "8,) (8(65 8(( (8)(( (85'6 (8"5(5 835 5 78314-1667836324>786925 7?342 ?3427+334123>70147".7("82-1437@34 5>7"8 313777,AAABCDEFGHDIJBKFLMCNCO Raymar Street - Santa Ana Page 103 of 114Raymar Street - Santa Ana Page 105 of 116 1306 W Raymar St 11/14/22 012345 6789 28 34838238438182380888988888888888233823 83 2 178 !4182 1"# 38$11%&'8 348%3 38438 1 2382 178 8123 811%82(!3483843)823438 28 34838128  7 *789 28 348123838438181+38%11842 28!38%47 ,782 3448 34)-')84383843818  "833 48% 281 4238123281 86./8183447 07818 34843818428 422 1843818 !4182 1"# 3821"82*36478934 "3 821854283 81 818483  38 18123 422 1832147 478,681 818"323 833 84838438 1851  "8!383"348%358678 84! "8 48*681834488*78638!332 2 "813828686*6828,6 17784! "81834488,7 9:;<=<:)>81 ?88@8!38438A8B338! 7 C78$11%81"3848384!3 38(823834 "3 7 B78381"38412 148D1812)81)88# 238$9781(814 3 82383 32481 8 !381 "788123 81 "848383 238(823 34 "3 7 EFG H IJKLMNKEFG HKOPQKEFG IKRSTUKPMVWPOXKYZ[ONK\O]O\W^_KM`KOXXKaMMQKY^Nb\^bNOXK]OP[XKYZ[ONaOXXYKaW^ZKOY][\^KNO^WMKcZdefKgN[O^[NK^ZOPKEhG KZOYKe[[PKVbX^W]XW[QKe_ EedZK`MNKQ[YWgPJKiZWYKaOYKO]]XW[QK^MKeM^ZKjWPQKOPQKk[WYVW\KlMOQYJ 1183%833215812 148m3!12 m3!128n33 2358186*)8*3*6 1 2%38o3 4 15867* "38,81 8,pppqrstuvwsxyqzu{|r}r~ Raymar Street - Santa Ana Page 104 of 114Raymar Street - Santa Ana Page 106 of 116 1306 W Raymar St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`292 2_7* 67%71  \ 27243 9_7 ^ 8277 7(aaabcdefghdijbkflmcnco Raymar Street - Santa Ana Page 105 of 114Raymar Street - Santa Ana Page 107 of 116 1306 W Raymar St 11/14/22 01234516789 14 3 5789 14 83147413 78353 85667853   055 9 79 347708 51 3234  7!7"#$7 51 3234 03679 34  7!7%& '()((& 829055 9 7*9 347+413 ,!"("!"#85371 2334 )!"("!"#%71 2334 8314-1667 36325789 14 ".., 83125 01234516 83125 % 3 %5/3 9 34 07853 % 3 7853 137# 536 815 &6- 036  8353 8249272 36 - 17829 829&%%'"'#,$""()#"!4 )!"("7"# 055 9 *9 34 +413 1 2334 4' ,4( (5(6) (5'7"(57 (5"4, (5)" (54 (5'," (5") (5)4" (5(7,5 835 54,'( 4,'( 89:; (5((4 (5(7 (54) (5(,6 (5")4 (5(" (54,7 (5('7 "5,'" (5('7 5(( (5)(( (5'(( (5(775 835 5 78314-1667836324<786925 7=342 =3427+334123<70147".7("82-1437>34 5<7"5 313777,???@ABCDEFBGH@IDJKALAM Raymar Street - Santa Ana Page 106 of 114Raymar Street - Santa Ana Page 108 of 116 1306 W Raymar St 11/14/22 012345 6789 28 34838238438182380888988888888888233823 83 2 178 !4182 1"# 38$11%&'8 348%3 38438 1 2382 178 8123 811%82(!3483843)823438 28 34838128  7 *789 28 348123838438181+38%11842 28!38%47 ,782 3448 34)-')84383843818  "833 48% 281 4238123281 86./8183447 07818 34843818428 422 1843818 !4182 1"# 3821"82*36478934 "3 821854283 81 818483  38 18123 422 1832147 478,681 818"323 833 84838438 1851  "8!383"348%358678 84! 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"81834488,7 9:;<=<:)>81 ?88@8!38438A8B338! 7 C78$11%81"3848384!3 38(823834 "3 7 B78381"38412 148D1812)81)88# 238$9781(814 3 82383 32481 8 !381 "788123 81 "848383 238(823 34 "3 7 EFG H IJKLMNKEFG HKOPQKEFG IKRSTUKPMVWPOXKYZ[ONK\O]O\W^_KM`KOXXKaMMQKY^Nb\^bNOXK]OP[XKYZ[ONaOXXYKaW^ZKOY][\^KNO^WMKcZdefKgN[O^[NK^ZOPKEhG KZOYKe[[PKVbX^W]XW[QKe_ EedZK`MNKQ[YWgPJKiZWYKaOYKO]]XW[QK^MKeM^ZKjWPQKOPQKk[WYVW\KlMOQYJ 1183%833215812 148m3!12 m3!128n33 2358186*)8*3*6 1 2%38o3 4 15867* "38,81 8,pppqrstuvwsxyqzu{|r}r~ Raymar Street - Santa Ana Page 107 of 114Raymar Street - Santa Ana Page 109 of 116 1306 W Raymar St 11/14/22 0123453670243897 28  39703 7353 77 71234536703 7353 123453671017 !2 "5#  9627$ 6 %& '2!9 967$ 6 ( 0243897 2 7") 0243897*2  128529 2 +## 327 2 7397 7 , +## 327 2 712345367 (-.7 , 025 97 47/+100 02438973 23 1234256789:;<2=>?@6=>A33;4 BCDE;F7G:;HI;=JK G>C47G:AHI6L M N7I67OP GQ;A>QI6L7RA>;FIA3 G>FCH>7@ GQ;A>QI6L789:;<395224 RI6IDCD7GQ;A>QI6L78QIHS6;==M TUVWX  7Y238 739  7298 -739 +4#26 7' 3  3927)7Z7$34 7$  7"0  7[36\9244 739  7238 7#4 * 35!57Y  ]97[2943 9 ..7 , * 35!57^ 4 7 5#2443 9 -((7 , * 35!57^ 92 712 -7#  * 35!57Y  ]97[2943 9 (7 , * 35!57^ 4 7 5#2443 9 -7 , * 35!57^ 92 712 -7#   712 ] 712 26 _71 ! 3 947'2#  '2#  7`292 2_7* 67%71  ] 27243 9_7 ^ 8277 7(aaabcdefghdijbkflmcnco Raymar Street - Santa Ana Page 108 of 114Raymar Street - Santa Ana Page 110 of 116 1306 W Raymar St 11/14/22 01234516789 14 3 5789 14 83147413 78353 85667853   055 9 79 347708 51 3234 !"7#7$%&7 51 3234 03679 34 !"7#7'( )*+**( 88055 9 7,9 347-413 #$*$#$%85371 2334 +#$*$#$%'71 2334 8314.1667 36325789 14 $// 83125 01234516 83125 ' 3 '503 9 34 17853 ' 3 7853 237% 536 815 (6. 036  8353 8249273 46 . 27829 88( 5$)%&$6%$!! #%!&)&70757 055 9 ,9 34 -413 1 2334 $* * *7! *7*78 *7!+ *7866 *7 *78)6 *7+ *78!! *7$65 835 5$* $* 9:;< *7*$$ *7*!*78 *7*86 *7$$ *7*! *7)$ *7$6 7$ *7$6 7** *7+** *76)) *7*!5 835 5 78314.1667836324=786925 7>342 >3427-334123=70147$/7*$82.1437?34 5=7$7 413777@@@ABCDEFGCHIAJEKLBMBN Raymar Street - Santa Ana Page 109 of 114Raymar Street - Santa Ana Page 111 of 116 1306 W Raymar St 11/14/22 012345 6789 28 34838238438182380888988888888888233823 83 2 178 !4182 1"# 38$11%&'8 348%3 38438 1 2382 178 8123 811%82(!3483843)823438 28 34838128  7 *789 28 348123838438181+38%11842 28!38%47 ,782 3448 34)-')84383843818  "833 48% 281 4238123281 86./8183447 07818 34843818428 422 1843818 !4182 1"# 3821"82*36478934 "3 821854283 81 818483  38 18123 422 1832147 478,681 818"323 833 84838438 1851  "8!383"348%358678 84! "8 48*681834488*78638!332 2 "813828686*6828,6 17784! "81834488,7 9:;<=<:)>81 ?88@8!38438A8B338! 7 C78$11%81"3848384!3 38(823834 "3 7 B78381"38412 148D1812)81)88# 238$9781(814 3 82383 32481 8 !381 "788123 81 "848383 238(823 34 "3 7 EFG H IJKLMNKEFG HKOPQKEFG IKRSTUKPMVWPOXKYZ[ONK\O]O\W^_KM`KOXXKaMMQKY^Nb\^bNOXK]OP[XKYZ[ONaOXXYKaW^ZKOY][\^KNO^WMKcZdefKgN[O^[NK^ZOPKEhG KZOYKe[[PKVbX^W]XW[QKe_ EedZK`MNKQ[YWgPJKiZWYKaOYKO]]XW[QK^MKeM^ZKjWPQKOPQKk[WYVW\KlMOQYJ 1183%833215812 148m3!12 m3!128n33 2358186*)8*3*6 1 2%38o3 4 15867* "38,81 8,pppqrstuvwsxyqzu{|r}r~ Raymar Street - Santa Ana Page 110 of 114Raymar Street - Santa Ana Page 112 of 116 1306 W Raymar St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`292 2_7* 67%71  \ 27243 9_7 ] 8277 7(aaabcdefghdijbkflmcnco Raymar Street - Santa Ana Page 111 of 114Raymar Street - Santa Ana Page 113 of 116 1306 W Raymar St 11/14/22 01234516789 14 3 5789 14 83147413 78353 85667853   055 9 79 347708 51 3234  7!7"#$7 51 3234 03679 34  7!7%& '()((& 829055 9 7*9 347+413 ,!"("!"#85371 2334 )!"("!"#%71 2334 8314-1667 36325789 14 ".., 83125 01234516 83125 % 3 %5/3 9 34 07853 % 3 7853 137# 536 815 &6- 036  8353 8249272 36 - 17829 829&%%4"'#,$""(4#"!4 "5!")7"# 055 9 *9 34 +413 1 2334 "' '"( (6"45 (65(7(67 (6", (67," (64 (6)47 (6" (67(, (6")'5 835 54,' 4,' 89:; (6(() (6(,5 (6) (6(4 (6,5 (6(, (6',' (6() "6)4 (6() 6(( (6)(( (6)"( (6")5 835 5 78314-1667836324<786925 7=342 =3427+334123<70147".7("82-1437>34 5<7"6 313777,???@ABCDEFBGH@IDJKALAM Raymar Street - Santa Ana Page 112 of 114Raymar Street - Santa Ana Page 114 of 116 1306 W Raymar St 11/14/22 012345 6789 28 34838238438182380888988888888888233823 83 2 178 !4182 1"# 38$11%&'8 348%3 38438 1 2382 178 8123 811%82(!3483843)823438 28 34838128  7 *789 28 348123838438181+38%11842 28!38%47 ,782 3448 34)-')84383843818  "833 48% 281 4238123281 86./8183447 07818 34843818428 422 1843818 !4182 1"# 3821"82*36478934 "3 821854283 81 818483  38 18123 422 1832147 478,681 818"323 833 84838438 1851  "8!383"348%358678 84! "8 48*681834488*78638!332 2 "813828686*6828,6 17784! "81834488,7 9:;<=<:)>81 ?88@8!38438A8B338! 7 C78$11%81"3848384!3 38(823834 "3 7 B78381"38412 148D1812)81)88# 238$9781(814 3 82383 32481 8 !381 "788123 81 "848383 238(823 34 "3 7 EFG H IJKLMNKEFG HKOPQKEFG IKRSTUKPMVWPOXKYZ[ONK\O]O\W^_KM`KOXXKaMMQKY^Nb\^bNOXK]OP[XKYZ[ONaOXXYKaW^ZKOY][\^KNO^WMKcZdefKgN[O^[NK^ZOPKEhG KZOYKe[[PKVbX^W]XW[QKe_ EedZK`MNKQ[YWgPJKiZWYKaOYKO]]XW[QK^MKeM^ZKjWPQKOPQKk[WYVW\KlMOQYJ 1183%833215812 148m3!12 m3!128n33 2358186*)8*3*6 1 2%38o3 4 15867* "38,81 8,pppqrstuvwsxyqzu{|r}r~ Raymar Street - Santa Ana Page 113 of 114Raymar Street - Santa Ana Page 115 of 116 1306 W Raymar St 11/14/22 Raymar Street - Santa Ana Page 114 of 114Raymar Street - Santa Ana Page 116 of 116 1306 W Raymar St 11/14/22 DV D C O N S T R U C T I O N 65 0 0 E . C A R N E G I E A V E . A N A H E I M , C A 9 2 8 0 7 PH O N E : 9 4 9 - 8 6 4 - 9 9 8 6 LI C E N S E : 1 0 2 9 2 4 1 / A , B Co n t r a c t o r ' s S i g n a t u r e : _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ Pr o j e c t N a m e 8. 5 5 0 k W ( D C ) / 7 . 7 0 6 k W ( C E C - A C ) Ph o t o v o l t a i c S y s t e m RA Y M A R R E S I D E N C E 13 0 6 R A Y M A R S T . , SA N T A A N A , C A 92 7 0 3 DA T E : 10 / 1 2 / 2 0 2 2 DR A W N B Y : AA RE V I S I O N S : Page Title Block 11x17 05 OF 11 ST R U C T U R A L AT T A C H M E N T QUICKMOUNT STANDOFF 5/16"x1"BOLT W/ LOCK WASHER IRONRIDGE RAIL 5/16"xNUT W/ LOCK WASHER L-FOOT MODULE MID/ END CLAMP SOLAR MODULE (E) COMP SHINGLE (2) 5/16"DIA. X 3" MIN. EMBEDMENT LAG SCREW AT EACH ATTACHMENT POINT INTO EXISTING FRAMING (E) ROOF FRAMING CHANNEL NUT 1306 W Raymar St 11/14/22 mSANTA AN &BUILDING RESIDENTIAL PHOTOVOLTAIC CHECKLIST CTY OPUA PLANNING Planning & Building Agency Building Safety Division 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714) 647-5800GENCY unAnAcantaanaAra SOL-01 CBC 2019 Solar Photovoltaic (PV) Checklist for Detached SINGLE FAMILY RESIDENCES Only Instructions: The licensed contractor of record shall complete all sections,answer the ten questions and Sign the certification section below.A copy of this form shall be attached to each of TWO sets of plans, of minimum 11"x 17" size. If answering NO to any of the questions. plan check shal| be required Project Address: 1306 W. Raymar St. Contractor Company Name: DVD Construction Contractor License Number: 1029241 YES NO Are the following applicable to the proposed project? Will the PV system layout provide the required three-foot wide clear access pathways per Section 605.11 of the California Fire Code, and is this shown on the roof plan? 1. 2 Will the PV system be installed on a roof having only one roofing layer with no overlays? roof so that the plane of theWill the PV array be flush mounted to the existin modules (panels) are parallel to the plane of the roof? 3. 4.Will the PV system weigh maximum 4 pounds per square feet or less? 5. O Will the PV system be installed where the modules do not overhang any roof edges (such as eaves, gabled ends, ridges and hips)? 6.O Will the PV system be installed with a space of 2" minimum to 10" maximum between the underside of modules and the surface of the roof? 7.will the PV system be installed without using any ballast system or counter-weight system? 8. O Will the anchors be installed with a maximum horizontal anchor spacing of 6 feet and is this maximum horizontal spacing shown on the plans? will the minimum 5/16" lag screws be installed with a minimum of 2-1/2 inch embedment into roof rafters (with pre-drilled holes) and is this minimum embedment shown on the plans? 10.Are ALL the structural pages of the plans stamped and signed by a California licensed professional engineer? (including project specific site plan, PV layout, anchorage spacing, anchorage details and manufacturer's PV support information.) I certify under penalty of perjury under the laws of the State of California that the above is true: Print Name: Dustin Do Phone Number: 949-364-9986 Email Address: ddo@dvdconstruction.com .Signature AA Date: 10/18/22 Rev: 7/15/2021 1306 W Raymar St 11/14/22 Expedited Permit Process for PV Systems - Micro-Inverter1 Expedited Permit Process for PV Systems Micro-Inverter The Solar America Board for Codes and Standards (Solar ABCs) Expedited Permit Pro- cess provides a means to differentiate systems that can be permitted quickly and easily due to their similarity with the majority of small-scale PV systems. Those systems with unique characteristics may be handled with small additions to this Expedited Permit Process or may require much more information, depending on the uniqueness of the installation. The following pages contain forms for the Micro-Inverter to use with the Expedited Per- mit Process. The Standard String, AC Module, and Supply-Side Connection forms are also available as interactive PDF files at www.solarabcs.org/permitting. In jurisdic- tions that have adopted the Expedited Permit Process for PV Systems, these forms can be filled out electronically and submitted in either printed form and via email. An elec- tronic format is used so that the supplied information is standardized and legible for the local jurisdiction. 1306 W Raymar St 11/14/22 Expedited Permit Process for PV Systems — Micro-Inverter2 Expedited Permit Process for Small-Scale PV Systems Micro-Inverter The information in this guideline is intended to help local jurisdictions and contractors identify when PV system installations are simple, needing only a basic review, and when an installation is more complex. It is likely that 50%-75% of all residential systems will comply with these simple criteria. For projects that fail to meet the simple criteria, resolution steps have been suggested to provide as a path to permit approval. Required Information for Permit: 1. Site plan showing location of major components on the property. This drawing need not be exactly to scale, but it should represent relative location of components at site (see supplied example site plan). PV arrays on dwellings with a 3’ perimeter space at ridge and sides may not need separate fire service review. 2. Electrical diagram showing PV array configuration, wiring system, overcurrent protection, inverter, disconnects, required signs, and ac connection to building (see supplied standard electrical diagram). 3. Specification sheets and installation manuals (if available) for all manufactured components including, but not limited to, PV modules, inverter(s), combiner box, disconnects, and mounting system. Step 1: Structural Review of PV Array Mounting System Is the array to be mounted on a defined, permitted roof structure? l Yes l No If No due to non-compliant roof or a ground mount, submit completed worksheet for the structure WKS1. Roof Information: 1. Is the roofing type lightweight (Yes = composition, lightweight masonry, metal, etc…)__________________________ ____________________________________________________________________________________________________ If No, submit completed worksheet for roof structure WKS1 (No = heavy masonry, slate, etc…). 2. Does the roof have a single roof covering? l Yes l No If No, submit completed worksheet for roof structure WKS1. 3. Provide method and type of weatherproofing roof penetrations (e.g. flashing, caulk).____________________________ Mounting System Information: 1. Is the mounting structure an engineered product designed to mount PV modules with no more than an 18” gap beneath the module frames? l Yes l No If No, provide details of structural attachment certified by a design professional. 2. For manufactured mounting systems, fill out information on the mounting system below: a. Mounting System Manufacturer ___________Product Name and Model#________________________________ b. Total Weight of PV Modules and Rails ___________lbs c. Total Number of Attachment Points____________ d. Weight per Attachment Point (b÷c)_________________lbs (if greater than 45 lbs, see WKS1) e. Maximum Spacing Between Attachment Points on a Rail ______________inches (see product manual for maximum spacing allowed based on maximum design wind speed) f. Total Surface Area of PV Modules (square feet)_________________ ft 2 g. Distributed Weight of PV Module on Roof (b÷f)_______________ lbs/ft2 If distributed weight of the PV system is greater than 5 lbs/ft2, see WKS1. Step 2: Electrical Review of PV System (Calculations for Electrical Diagram) In order for a PV system to be considered for an expedited permit process, the following must apply: 1. PV modules, utility-interactive inverters, and combiner boxes are identified for use in PV systems. 2. The PV array is composed of 4 series strings or less per inverter. 3. The total inverter capacity has a continuous ac power output 13,440 Watts or less 4. The ac interconnection point is on the load side of service disconnecting means (690.64(B)). 5. One of the standard electrical diagrams (E1.1, E1.1a, E1.1b, or E1.1c) can be used to accurately represent the PV system. Interactive PDF diagrams are available at www.solarabcs.org/permitting. Fill out the standard electrical diagram completely. A guide to the electrical diagram is provided to help the applicant understand each blank to fill in. If the electrical system is more complex than the standard electrical diagram can effectively communicate, provide an alternative diagram with appropriate detail. 1306 W Raymar St 11/14/22 Ex p e d i t e d P e r m i t P r o c e s s f o r P V S y s t e m s 3 Micro-Inverter Site Plan                                                          DVD Construction Raymar Residence 6500 E. Carnegie Ave. Anaheim, CA 92807 1306 w. Raymar St., Santa Ana, CA 92703 949-8864-9986 7.7 CEC-AC 1306 W Raymar St 11/14/22 Ex p e d i t e d P e r m i t P r o c e s s f o r P V S y s t e m s 4 Micro-Inverter Electrical Diagram Contractor Name, Address and Phone: One-Line Standard Electrical Diagram for Micro-Inverter PV Systems Site Name: Site Address: System AC Size: SIZE FSCM NO DWG NO REV E1.1a SCALE NTS Date: SHEET Drawn By: Checked By: DESCRIPTION OR CONDUCTOR TYPE USE-2 or PV WIRE GEC EGC X ALL THAT APPLY EXTERIOR CABLE LISTED W/ INV. THWN-2 or XHHW-2 or RHW-2 GEC EGC X ALL THAT APPLY NO DC GEC IF 690.35 SYSTEM THWN-2 or XHHW-2 or RHW-2 GEC EGC X ALL THAT APPLY TAG 1 2 3 4 5 CONDUIT AND CONDUCTOR SCHEDULE COND. GAUGE MFG MFG NUMBER OF CONDUCTORS MFG Cable MFG Cable CONDUIT TYPE N/A N/A N/A SAME SAME CONDUIT SIZE N/A N/A N/A SAME SAME DESCRIPTION PV DC or AC MODULE DC/AC INVERTER (MICRO) J-BOX (IF USED) PV ARRAY AC COMB. PANEL (IF USED) GEN METER (IF USED) AC DISCONNECT (IF USED) SERVICE PANEL TAG 1 2 3 4 5 6 7 8 PART NUMBER NOTES FOR UNUSED MODULES PUT "N/A” in BLANK ABOVE 1 1 3 2 3 EQUIPMENT SCHEDULE 2 _____ MICRO-INVERTERS IN BRANCH- CIRCUIT MOD ____ DC AC MOD ____ DC AC MOD ____ DC AC MOD ____ DC AC MOD ____ DC AC MOD ____ DC AC J-BOX 4 AC DISCO M BUILDING GROUNDING ELECTRODE G M UTILITY SERVICE MAIN SERVICE PANEL MAIN OCPD INVERTER OCPD 6 7 8 5 4 5 G SEE GUIDE APPENDIX D FOR INFORMATION ON MODULE AND ARRAY GROUNDING AC COMBINER PANEL G ____ MICRO-INVERTERS IN BRANCH- CIRCUIT DVD Construction 6500 E. Carnegie Ave. Anaheim, CA 92807 Raymar Residence 7.7 CEC-AC 1306 w. Raymar St., Santa Ana, CA 92703 949-8864-9986 1306 W Raymar St 11/14/22 Ex p e d i t e d P e r m i t P r o c e s s f o r P V S y s t e m s 5 Contractor Name, Address and Phone: Notes for One-Line Standard Electrical Diagram for Single-Phase PV Systems Site Name: Site Address: System AC Size: SIZE FSCM NO DWG NO REV E1.2a SCALE NTS Date: SHEET Drawn By: Checked By: MAX POWER-POINT CURRENT (IMP) MAX POWER-POINT VOLTAGE (VMP) OPEN-CIRCUIT VOLTAGE (VOC) SHORT-CIRCUIT CURRENT (ISC) MAX SERIES FUSE (OCPD) MAXIMUM POWER (PMAX) MAX VOLTAGE (TYP 600VDC) VOC TEMP COEFF (mV/oC or %/oC ) IF COEFF SUPPLIED, CIRCLE UNITS MODULE MAKE MODULE MODEL PV MODULE RATINGS @ STC (Guide Section 5) MAX DC VOLT RATING MAX POWER @ 40oC NOMINAL AC VOLTAGE MAX AC CURRENT MAX OCPD RATING INVERTER MAKE INVERTER MODEL INVERTER RATINGS (Guide Section 4) 1) IF UTILITY REQUIRES A VISIBLE-BREAK SWITCH, DOES THIS SWITCH MEET THE REQUIREMENT? YES NO N/A 2) IF GENERATION METER REQUIRED, DOES THIS METER SOCKET MEET THE REQUIREMENT? YES NO N/A 3) SIZE PHOTOVOLTAIC POWER SOURCE (DC) CONDUCTORS BASED ON MAX CURRENT ON NEC 690.53 SIGN OR OCPD RATING AT DISCONNECT 4) SIZE INVERTER OUTPUT CIRCUIT (AC) CONDUCTORS ACCORDING TO INVERTER OCPD AMPERE RATING. (See Guide Section 9) 5) TOTAL OF ______ INVERTER OUTPUT CIRCUIT OCPD(s), ONE FOR EACH MICRO- INVERTER CIRCUIT. DOES TOTAL SUPPLY BREAKERS COMPLY WITH 120% BUSBAR EXCEPTION IN 690.64(B)(2)(a)? YES NO NOTES FOR INVERTER CIRCUITS (Guide Section 8 and 9): 1.) LOWEST EXPECT AMBIENT TEMPERATURE BASED ON ASHRAE MINIMUM MEAN EXTREME DRY BULB TEMPERATURE FOR ASHRAE LOCATION MOST SIMILAR TO INSTALLATION LOCATION. LOWEST EXPECTED AMBIENT TEMP ____oC 2.) HIGHEST CONTINUOUS AMBIENT TEMPERATURE BASED ON ASHRAE HIGHEST MONTH 2% DRY BULB TEMPERATURE FOR ASHRAE LOCATION MOST SIMILAR TO INSTALLATION LOCATION. HIGHEST CONTINUOUS TEMPERATURE ____oC 2.) 2009 ASHRAE FUNDAMENTALS 2% DESIGN TEMPERATURES DO NOT EXCEED 47oC IN THE UNITED STATES (PALM SPRINGS, CA IS 44.1 oC). FOR LESS THAN 9 CURRENT-CARRYING CONDUCTORS IN ROOF-MOUNTED SUNLIT CONDUIT AT LEAST 0.5" ABOVE ROOF AND USING THE OUTDOOR DESIGN TEMPERATURE OF 47oC OR LESS (ALL OF UNITED STATES), a) 12 AWG, 90 oC CONDUCTORS ARE GENERALLY ACCEPTABLE FOR MODULES WITH Isc OF 7.68 AMPS OR LESS WHEN PROTECTED BY A 12-AMP OR SMALLER FUSE. b) 10 AWG, 90oC CONDUCTORS ARE GENERALLY ACCEPTABLE FOR MODULES WITH Isc OF 9.6 AMPS OR LESS WHEN PROTECTED BY A 15-AMP OR SMALLER FUSE. NOTES FOR ARRAY CIRCUIT WIRING (Guide Section 6 and 8 and Appendix E): OCPD = OVERCURRENT PROTECTION DEVICE NATIONAL ELECTRICAL CODE®REFERENCES SHOWN AS (NEC XXX.XX) NOTES FOR ALL DRAWINGS: SIGNS–SEE GUIDE SECTION 7 SIGN FOR DC DISCONNECT SIGN FOR INVERTER OCPD AND AC DISCONNECT (IF USED) No sign necessary since 690.51 marking on PV module covers needed information AC OUTPUT CURRENT NOMINAL AC VOLTAGE SOLAR PV SYSTEM AC POINT OF CONNECTION THIS PANEL FED BY MULTIPLE SOURCES (UTILITY AND SOLAR) Notes for Micro-Inverter Electrical Diagram DVD Construction 6500 E. Carnegie Ave. Anaheim, CA 92807 949-8864-9986 Raymar Residence 1306 w. Raymar St., Santa Ana, CA 92703 7.7 CEC-AC 1306 W Raymar St 11/14/22 Date: 11/5/22 To: City of Santa Ana Building Department From: Dustin Do (DVD Construction) Subject: Homeowner Authorization Letter My name is Dustin Do and I'm the owner of 1306 w. Raymar St., Santa Ana, CA 92703. I'm also the owner of DVD Construction. Dustin Do/DVD Construction has permission to install solar panels at the address noted above. Thank you, Dustin Do 949-864-9986 1306 W Raymar St 11/14/22 AFFINITY 1306 W Raymar St 11/14/22 AFFINITY 1306 W Raymar St 11/14/22 UP AFFINITY 1306 W Raymar St 11/14/22 AFFINITY 1306 W Raymar St 11/14/22 AFFINITY 1306 W Raymar St 11/14/22 Protect untreated wood from direct contact with concrete End of joists at centerline of support Face mount hanger Top mount hanger FASTENING of FLOOR PANELS (1) Stagger nails when using 4" on-center spacing and maintain 3 8" joist and panel edge distance. One row of fasteners is permitted (two at abutting panel edges) for diaphragms. Fastener spacing for TJI® joists in diaphragm applications cannot be less than shown in table. When fastener spacing for blocking is less than spacing shown above, rectangular blocking must be used in lieu of TJI ® joists. (2) For non-diaphragm applications, multiple rows of fasteners are permitted if the rows are offset at least ½" and staggered. (3) With 10d (0.148" x 1½") nails, spacing can be reduced to 3" on-center for light gauge steel straps. (4) Can be reduced to 5" on-center if nail penetration into the narrow edge is no more than 1 14" (to minimize splitting). (5) Can be reduced to 4" on-center if nail penetration into the narrow edge is no more than 1 14" (to minimize splitting). (6) Can be reduced to 312" on-center if nail penetration into the narrow edge is no more than 1 14" (to minimize splitting). ■ Recommended nailing is 12" on-center in field and 6" on-center along panel edge. Fastening requirements on engineered drawings supersede recommendations listed above. ■ Maximum nail spacing for TJI® joists is 18" on-center. ■ 14 ga. staples may be substituted for 8d (0.113" x 2 12") nails if minimum penetration of 1" into the TJI ® joist or rim board is achieved. ■ To minimize splitting, maintain edge distance and row spacing of 21 2 x nail diameter or 3 8", whichever is greater. ■ Nailing rows must be offset at least 12" and staggered. ■ For recommended nailing and adhesives, see INSTALLATION RECOMMENDATIONS on page 2 of the Weyerhaeuser Installation Guide for Floor and Roof Framing, TJ-9001. 4" 110, 210, and 230 FILLER and BACKER BLOCK SIZES (1) If necessary, increase filler and backer block height for face mount hangers and maintain 18" gap at top of joist; see detail W. Filler and backer block dimensions should accomodate required nailing without splitting (12" minimum for backer blocks and 24" minimum for filler blocks). (2) Clinch nails when possible. 2x10 6'-0" long Verify column capacity and beam bearing length. See current Weyerhaeuser literature. 110 TJI® Joists Cantilever Filler (Detail E4) Filler Block (1) (Detail H2) Backer Block (1) (Detail F1 or H2) 2x6 4'-0" long 5 8" or 3 4" Depth 2x6 2x8 91 2"-11 7 8" 14"-16" 16d (0.162"x 31 2") 8d (0.113" x 21 2"), 8d (0.131" x 21 2") 6" Nail Size L5 L1 210 230 or 360 560 11 7 8" Two 2x6 2x6 2x6 + 12" sheathing 4'-0" long 9 1 2"-11 7 8" 2x6 + 12" sheathing 2x6 + 3 8" sheathing 4'-0" long 2x10 + 3 8" sheathing 6'-0" long 3 4" or 7 8" 2x8 + 3 8" sheathing 2x6 + 3 8" sheathing 91 2"-11 7 8" 14"-16" 2x10 + 12" sheathing 6'-0" long 7 8" or 1" Net 2x8 + 12" sheathing 14"-16" 2x12 + 12" sheathing Not applicable 18"-20" 2x12 2x8 18"-20" Two 2x12 Not applicable Two 2x8 14"-16" See current Weyerhaeuser literature for framing connectors 13 4" TimberStrand® LSL or wider 1 1 8" TJ ® Rim Board Rim Board 6" 16"(4) 3" 6" TJI®(1)(2) 6"(5) 11 4" 4" Parallam® PSL Microllam ® LVL L2 P1 BEAM ON COLUMN CAP L3 L4 ELEVATED COLUMN BASE Protect untreated wood from direct contact with concrete P2 COLUMN BASE P3 L4 A2 Optional non-shrink grout L5 P TJI® rim joist DO NOT bevel cut joist beyond inside face of wall. BEAM DETAILS JOIST DETAILS Top mount hanger H1 Face mount hanger BEARING FOR DOOR OR WINDOW HEADER Strap per code if top plate is not continuous over header H2 BEAM TO BEAM CONNECTION Web stiffeners required if sides of hanger do not laterally support at least 3 8" of TJI ® joist top flange BEARING AT CONCRETE WALL H3 Flush bearing plate required. Maximum 14" overhang permitted at beam. E4 H2 Bearing plate to be flush with inside face of wall or beam See ALLOWABLE HOLES Use B1 or B2 at intermediate bearings with load bearing or braced/shear wall from above H1 H3 B4 B3 B2 E2 A1 B1 CS Exterior Deck AttachmentLA Structural sheathing DO NOT use sawn lumber for rim board or blocking, as it may shrink after installation. Use only engineered lumber. Rim board joint between joists H1 L3 A3._ L1 DO NOT overhang seat cuts on beams beyond the inside face of support member. Drive nails at an angle to minimize splitting of plate One 10d (0.128" x 3") nail each side of member at bearing, 112" minimum from end See framing plan (if applicable) or Weyerhaeuser Installation Guide for Floor and Roof Framing, TJ-9000. For minimum end and intermediate bearing lengths. TJI ® joist floor framing does not require bridging or mid-span blocking Safety bracing (1x4 minimum) at 8' on-center (6' on-center for TJI ®110 joists) and extended to a braced end wall. Fasten at each joist with two 8d (0.113" x 21 2") nails minimum (see WARNING). Joists must be laterally supported at cantilever and end bearings by blocking panels, hangers, or direct attachment to a rim board or rim joist. E1 Wood backer F1 4'-0" maximum cantilever (uniform loads only) 112 times cantilever length Web stiffeners required each side at B3W ONLY B3WB3 Blocking panel 118" TJ® Rim Board or 11 4" or 1 12" TimberStrand® LSL. BEAM ATTACHMENT at BEARING THINK SAFETY, READ INSTALLATION INFORMATION BEFORE PROCEEDING Weyerhaeuser, Microllam, Parallam, TimberStrand, TJI, TJ, and Trus Joist are registered trademarks of Weyerhaeuser NR. © 2020 Weyerhaeuser NR Company. All rights reserved. F1 applies to uniformly loaded joists only. With top mount hangers, backer block required only for downward loads exceeding 250 lbs or for uplift conditions. For nailing requirements see page 5, TJ - 9001, Weyerhaeuser installation Guide for Floor and Roof Framing, TJ-9001. 112" knockouts at approximately 12" on-center Hanger height must be a minimum of 60% of joist depth Guidelines for Closest On-Center Spacing per Row 360 and 560 3"4"4" 8"(4)6"6"(6) E3E2 PB1 W A1 Plate nail, 16d (0.135" x 3 12") at 16" on-center A1W Must have 13 4" minimum joist bearing at ends. Attach rim joist per A3 detail. A2 A2W Warning: Drilling, sawing, sanding or machining wood products generates wood dust. The paint and/or coating on this product may contain titanium dioxide. Wood dust and titanium dioxide are substances known to the state of California to cause cancer. For more information on Proposition 65, visit . Plate nail, 16d (0.135 x 3 12") at 16" on-center Toe nail, 10d (0.131 x 3") at 6" on-center Rim-to-joist nail Web stiffener required on both sides at A2W ONLY TJI® rim joist Plate nail - 16d (0.135" x 31 2") at 16" on-center* Floor panel nail - 8d (0.131" x 212") at 6" on-center* Toe nail - 10d (0.131" x 3") at 6" on-center* 118" TJ® Rim Board, (A3.1/A3.1W only) 114" or 1 12" TimberStrand® LSL. When sheathing thickness exceeds 7 8", trim sheathing tongue at rim board Web Stiffeners required each side at A3._W A3 A3.2 A3.1 A3.3 A3W W A3.1 W A3.2 W A3.3 Floor panel nail - 8d (0.131" x 212") at 6" on-center Toe nail - 10d (0.131" x 3") at 6" on-center Install proper blocking to support all panel edges A3.4 12" min. 2x_ stud wall at 16" on-center Plate nail - 16d (0.135" x 312") at 12" on-center 11 4" or 1 1 2" TimberStrand® LSL rim board. When sheathing thickness exceeds 7 8", trim sheathing tongue at rim board A3.4 W Web stiffeners required on both sides at A3.4W ONLY B2 B1 B1W B2W B4 B4W Use 2x4 minimum squash blocks to transfer load around TJI ® joist CS Load from above 2x4 minimum squash blocks 116" 8" diameter maximum hole for 117 8" - 16" deep blocking panels; 6" diameter maximum for blocking panels 912" deep or shorter than 12" long. Do not cut flanges. E1 E1W Web stiffeners required on both sides at E1W ONLY 1 1 8" TJ® Rim Board or 114" or 112" TimberStrand ® LSL. Nail with 10d (0.131" x 3") nails, one each at top and bottom flange. 8" diameter maximum hole for 117 8" - 16" deep blocking panels; 6" diameter maximum for blocking panels 912" deep or shorter than 12" long. Do not cut flanges. Attach reinforcement to joist flange with 8d (0.131" x 212") nails at 6" on-center. When reinforcing both sides, stagger nails. 2'-0" maximum Face grain horizontal 4'-0" length of 3 4" reinforcement on one side at E2, both sides at E3 118" TJ® Rim Board or 114" or 112" TimberStrand® LSL. Nail with 10d (0.131" x 3") nails, one each at top and bottom flange. 2'-0" maxim u m Not for use with 31 2" TJI ® joist flange widths Attach reinforcement to joist web with 3 rows 10d (0.148" x 3") nails at 6" on-center, clinched. Use 2 rows with 91 2" and 11 7 8" TJI® joists. 8" diameter maximum hole for 11 7 8" - 16" deep blocking panels; 6" diameter maximum for blocking panels 91 2" deep or shorter than 12" long. Do not cut flanges. 6'-0" length of TJI® joist reinforcement and filler block. Use 4'-0" length with 91 2" and 11 7 8" TJI® joists. 118" TJ® Rim Board 11 4" or 112" TimberStrand® LSL. Nail with 10d (0.131" x 3") nails,one each at top and bottom flange. E6 Attach reinforcement to joist with one 8d (0.131" x 212") nail at each corner Less than 5" E5 12" length of 3 4" reinforcement on one side at E5, both sides at E6 118" TJ® Rim Board 114" or 112" TimberStrand ® LSL. Nail with 10d (0.131" x 3") nails, one each at top and bottom flange. Full depth vertical blocking between each joist Horizontal blocking panels between each joist. Nail to top plate with connections equivalent to floor panel schedule. Less than 5" 12" length of 3 4" reinforcement on one side at E7, both sides at E8 E8 E7 Attach reinforcement to joist with one 8d (0.131" x 212") nail at each corner 11 8" TJ ® Rim Board or 1 1 4" or 1 12" TimberStrand® LSL. Nail with 10d (0.131" x 3") nails, one each at top and bottom flange. Nail to blocking panel with connections equivalent to floor panel schedule. Install tight to top flange (tight to bottom flange with face mount hangers). Clinch nails when possible. Backer block of web with single TJI® joist ® Attach per the table. Nails shall be driven from alternating sides. Clinch nails when possible. Minimum distance from edge of hole to inside face of nearest intermediate or cantilever support DO NOT cut, notch or drill holes in headers or beams except as indicated in illustrations and tables. For simple span (5' minimum), uniformly loaded joists used in residential applications, one maximum size round hole may be located at the center of the joist span provided that no other holes occur in the joist. Leave 18" of web (minimum) at top and bottom of hole. DO NOT cut joist flanges. Tables are based on uniform load tables in current design literature. Rectangular holes based on measurement of longest side. Table B - Intermediate or Cantilever Support DO NOT cut or notch flange. DO NOT cut holes in cantilever reinforcement. 112" round holes may be cut anywhere in web outside of hatched zone if they are located 3" away horizontally (edge-to-edge) from a larger hole. Min. distance from Table A No field cut holes in hatched zones Minimum distance from edge of hole to inside face of nearest end support minimum (applies to all holes except knockouts) Table A - End Support 6" 6"1 L 12 x D 1 D DL2 x L minimum 2 2 6" 6" 2 ALLOWABLE HOLES - TJI ® Joists 1.3E TimberStrand® LSL allowed hole zone dd Microllam ®LVL and Parallam ® PSL allowed hole zone middle 13 span 1.3E TimberStrand® LSL hole zone Microllam ®LVL and Parallam® PSL hole zone 2 x diameter of the largest hole (minimum) d 13 depth 1" 2" 1 3 4" Maximum Round Hole Size Header or Beam Depth 43 8" 714"- 20" 51 2" See illustration for Allowed Hole Zone Other Trus Joist ® Headers and Beams 1.55E TimberStrand ®LSL Headers and Beams ALLOWABLE HOLES - Headers and Beams 13 depth 2 x diameter of the largest hole (minimum) 8" See illustration for allowed hole zone 111 4"-11 7 8" 14"-16" 914"-912" 3 5 8" 45 8" 3" No holes in headers or beams in plank orientation. Round holes only General Notes General Notes No holes in headers or beams in plank orientation. Allowed hole zone suitable for headers and beams with uniform loads only. Round holes only No holes in cantilevers. Allowed hole zone suitable for headers and beams with uniform and/or concentrated loads anywhere along the member . Maximum Round Hole Size Header or Beam Depth 8" Allowed hole zone Min. distance from Table B Do not cut holes larger than 112" in cantilever 6" Closely grouped round holes are permitted if the group perimeter meets requirements for round or square holes. 10'-0" 11'-6"3'-0"1'-0"1'-0"1'-6" 9'-0"9'-0"6'-6"4'-6" 1'-0" 1'-0"1'-0"360 1'-0" 12'-0" 13" SQUARE OR RECTANGULAR HOLE SIZE 16'-6" 16'-0" 18'-0" 17'-0" 10'-0" 13" ROUND HOLE SIZE 11'-0" 10'-0" 15'-0" 13'-6" 4'-0"2'-6"230 3'-0" 1'-0" 1'-0" 1'-0" 1'-0" 3'-0" 3'-0" 1'-0" 1'-0" 1'-0" 2'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 16" 14" 230 560 360 1'-0" 1'-0" 1'-0" 230 560 210 360 1'-0" 1'-0" 1'-0" 1'-0" 117 8" 1'-0"230 360 110 210 560 2'-0" 1'-0" 1'-6" 210 110 1'-0" 1'-0" 9'-6"5'-6" 1'-0"2'-6" 1'-0" 1'-0" 1'-0" 1'-6" 2'-6" 3'-0" 1'-0" 1'-0" 1'-6" 2'-0" 1'-0" 5'-6" 5'-6" 3'-6" 11'-0" 10'-0" 4'-0" 7'-0" 6'-6" 6'-6" 10'-6" 13'-6" 12'-6" 6'-0" 9'-6" 3'-6" 8'-6" 6'-0" 2'-6"5'-0" 4'-0" 1'-0" 4'-6" 7'-0" 2'-0" 8'-0" 2'-0" 1'-6" 4'-6" 4'-0" 10'-0" 11'-0" 4'-6" 12'-0" 8'-6" 9'-0" 8'-6" 3" 1'-0" 2'-6" 2'-6" 91 2" TJI® 210 110 2" 2'-0" 2'-0" 560 1'-0" 4" 3'-6" 3'-6" 61 2" 8'-0" 7'-6" 87 8" 11" 1'-0" 1'-0"5'-0" 7'-6" 7'-6"3'-6"2'-0"4'-6" 2'-0" 1'-6" 3'-6" 2'-6" 1'-0" 1'-0" 1'-0" 3'-0" 1'-0" 1'-0" 2'-0" 4'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 2'-0" 1'-0" 3'-0" 1'-0" 1'-0" 13'-0"6'-0"2'-0"10'-0" 10'-6" 13'-6" 12'-0" 11'-0" 14'-6" 13'-0" 1'-0" 3'-6" 2'-0" 5'-0" 9'-0" 7'-6" 1'-0" 5'-0" 4'-0" 2'-6"6'-6" 4'-6" 10'-0" 9'-0" 13'-6" 16'-0" 14'-6" 13'-6" 12'-6" 15'-0" 14'-0" 10'-0" 12'-0" 11'-0" 10'-6" 10'-0" 8'-6"3'-6" 5'-0" 1'-0" 6'-0" 9'-6" 5'-0" 10'-6" 3'-0" 2'-6" 8'-0" 7'-0" 12'-0"9'-0" 9'-6" 2'-0" 3" 3'-0" 2'-6" 2'-0" 1'-6" 2" 1'-0" 4'-0" 3'-6" 4" 61 2" 7'-6" 6'-6" 11" 87 8" 10'-0"3'-0" 4'-6"11'-0" 13" 11'-0" 10'-0" SQUARE OR RECTANGULAR HOLE SIZE 13" 5'-0" 7'-0" ROUND HOLE SIZE 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" 2'-0" 1'-6" 1'-0" 1'-6" 1'-0" 2'-0" 2'-6"560 16" 14" 1'-0"360 110 230 560 1'-0" 1'-0" 1'-0" 210 230 110 1'-0" 1'-0" 1'-0" 117 8" 91 2" 110 230 360 210 110 230 210 1'-0" 8'-0"3'-0" 4'-0" 1'-6" 1'-0" 1'-0" 2'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" 8'-0"5'-6" 2'-0" 3'-0" 6'-6" 3'-0" 4'-0" 9'-0" 3'-6" 4'-0" 3'-0" 6'-0" 7'-0" 5'-6" 1'-6" 2'-0" 3'-0" 2'-0" 2'-0" 3'-6" 2'-6" 2'-0" 2'-0" 2'-6" 2'-6" 3'-6" 3'-0" 5'-6" 6'-6" 7'-0" 6'-0" 3" JOIST DEPTH TJI® 2" 4" 87 8" 11" 1'-6" 2'-0" 1'-6" 2'-0" 2'-0" 3'-6" 2'-6" 1'-0" 1'-6" 1'-0" 1'-0" 1'-6" 1'-0" 1'-0" 3'-0" 2'-6" 1'-0" 1'-0" 1'-0" 1'-6" 1'-0" 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" 1'-0" 1'-0" 1'-0" 1'-0" 5'-6"4'-6" 8'-0" 4'-0"2'-6" 1'-0" 1'-0" 4'-0" 1'-6" 2'-0" 5'-0" 2'-0" 1'-6" 2'-0" 3'-0" 2'-6" 2'-0" 9'-6"8'-0" 9'-0" 7'-6" 10'-0" 7'-0" 5'-6" 9'-0" 9'-0" 8'-6" 8'-0" 7'-0" 6'-0" 6'-6" 2'-0" 3'-6" 2'-6" 2'-6" 2'-6" 4'-6" 3'-6" 3'-0" 3'-0" 2'-6" 2'-6" 3'-6" 4'-6" 4'-0" 7'-6" 7'-0" 6'-6" 6'-0" 3" 2" 4" 11" 87 8" 61 2" 5'-6" 5'-0" 5'-6" 3'-0" 3'-0" 4'-6" 2'-6" 2'-0" 2'-6" 1'-6" 4'-6" 1'-0" 1'-6" 3'-6" 5'-6" 2'-6" 2'-6" 61 2" 4'-6" 5'-0" 5'-0" 5'-0" 5'-6" 6'-6" 4'-6" 3'-6" 4'-0" 4'-0" 7'-0" 3'-6" 3'-0" 6'-0" 7'-0" 6'-6" 5'-0" 3'-6" 3'-6" 5'-0" 3'-0" 2'-6" 2'-6" 2'-0" 5'-0" 1'-0" 1'-6" 4'-0" 6'-0" 3'-0" 2'-6" 5'-6" 5'-6" 6'-6" 5'-0" 4'-0" 4'-6" 5'-0" 7'-6" 4'-0" 3'-0" 6'-6" 7'-6" 7'-0" 5'-6" 5" 5" 7" 7" 1'-6" 2'-6" 3'-0" 5" 4'-6" 5'-0" 2'-6" 3'-0" 5'-6" 1'-0" 5'-6" 3'-6" 3'-6" 3'-6" 1'-0" 2'-0" 1'-0" 1'-0" 1'-0" 1'-0" 5'-6" 7" 4'-6" 3'-0" 2'-0" 3'-6" 4'-0" 4'-0" 1'-0" 6'-6" 6'-0" 5'-6" 7'-6" 2'-6" 8'-6" 5'-0" 7" 5" 5'-6" 6'-6" 3'-6" 2'-6" 5'-6" 4'-0" 4'-0" 1'-6" 7'-0" 5'-6" 5'-0" 7'-0" 2'-6" 8'-0" 4'-6" 4'-0" 6'-6" 8'-0" 11'-0" 6'-0" 9'-6" 9'-0" 10'-0" 11'-0" 5'-6" 7'-6" 8'-6" 10'-0" 6'-0" 7'-0" 7'-0" JOIST DEPTH 1'-6"1'-0" 1'-6" 3'-0" 1'-6" 1'-6" 1'-0" 1'-0" 1'-0" 20'-6" 8" 10" 6" 4" 12" 12" 10" 8" 6" 4" 15'-0" 15'-6" 1'-0" 1'-0" 1'-0" 1'-0" 18" 20"1'-0" 560 560 360 360 1'-0" 1'-0" 1'-0" 1'-0" 1'-6" 1'-0" 2'-0" 3'-0" 3'-0" 6'-0" 6'-0" 11'-6" 5'-6" 15'-6" 11'-0" 14'-6" 10'-0" 6'-0" 9'-0" 6'-0" 3'-0" 1'-6" 4'-0" 1'-0" 1'-0" 1'-0" 1'-0" 16'-6" 18'-0" 16'-6" 14'-0" 8'-6" 7'-0" 9'-0" 11'-6" 16'-6" 12'-6" 14'-6" 17'-6' 19'-0" 19'-6" 1'-6" 1'-0" 1'-0" 1'-0" 7" 6'-6" 4'-0" 6'-0" 8'-6" 7" 15'-6" 15'-6" 163 4" 11'-0" 10'-0" 6" 1'-0" 1'-0" 1'-0" 1'-0"18" 20" 1'-0"360 560 560 360 1'-0" 1'-0" 1'-0" 4" 2'-0" 4'-0" 2'-0" 1'-0" 1'-0" 4'-6" 2'-0" 2'-0" 8" 10" 9'-6"5'-6" 10'-6"7'-0" 4'-6" 4'-0" 8'-6" 7'-0" 12" 143 4" 6" 5'-0" 3'-0" 3'-6" 1'-6" 1'-0" 2'-0" 1'-0" 1'-0" 4" 12'-0" 11'-6" 11'-0"10'-0"6'-0" 8'-0" 7'-0" 4'-6" 11'-0" 10'-6" 8'-0" 8" 10" 13'-6" 14'-0" 14'-6" 13'-6" 13'-0' 12" 7" 1'-0" 1'-0" 1'-0" 1'-0" 7" 3'-0" 5'-0" 4'-6" 6'-6" No field cut holes in hatched zones 2'-0" 2'-6"560 360 3'-6" 5'-0" 3'-0" 4'-0" 3'-0" 2'-6" 2'-0" 1'-6" 5'-6"4'-0" 3'-6" 5'-0"6'-0" 7'-0" 5'-6" 6'-0"1'-6" 1'-6" 5'-0" 4'-0"360 560 3'-0" 3'-6" 5'-6" 6'-0" 9'-0" 10'-0" 4'-6" 5'-6" 3'-0" 4'-0" 5'-6" 6'-6" 8'-0" 9'-0"7'-6" 6'-6"7'-6" 8'-0" 8'-6" 1.55 E TimberStrand ® LSL Other Trus Joist ® Beams BEARING AT COLUMN (1) Corrosion-resistant fasteners required for wet-service applications. (2) Allowable load determined in accordance with ASTM D7672. (3) 118" TJ ® Rim Board is allowed with joist depths < 16" only. (4) Maximum 12" shimmed air space. EXTERIOR DECK ATTACHMENT Structural exterior sheathing See fastener table below. Maintain 2" distance (minimum) from edge of ledger to fastener. LA Flashing Treated 2x_ ledger 118" TJ® Rim Board or 114" or 112" TimberStrand ® LSL. 2x_ strapping installed at 13 joist-span locations using two 21 2" screws per joist, typical TJI® joist blocking with end blocks installed at 13 joist-span locations using two 8d (0.113" x 212") nails or 212" screws, typical Directly applied ceiling When specified on the layout, one of the bracing options above is required Apply subfloor adhesive to all contact surfaces 8' max.13 joist span Web stiffener both sides. See table below. 2x4 Minimum Web Stiffener Size 5 8" x 2 5 16" 3 4" x 2 5 16" 7 8" x 25 16" 560 Tight fit* 110 210 230 & 360 End 3 WEB STIFFENER ATTACHMENT 18" minimum 23 4" maximum TJI® Joist Series Type 8d (0.113" x 212") 1" (112" for TJI® 560, 560D) * With point load from above, and no support below, install web stiffener tight to top flange (gap at bottom flange) All Depth (in.) 560D All All All 18" 20" 22" 24" 2x4 Nailing Requirements 16d (0.135" x 312") 16d (0.135" x 3 1 2") 3 Number Nails Intermediate 4 5 6 6 4 5 11 13 (2) (2) (1) (1) (1) Nailing: See table below. (1) PS1 or PS2 sheathing, face grain vertical (2) Construction grade or better (3) Web stiffeners are always required for 22" and 24" TJI ® 560D Joists 1 1 8" TJ® Rim Board or 11 4" or 1 1 2" TimberStrand® LSL. Lack of proper bracing during construction can result in serious accidents. Observe the following guidelines: WARNING NOTES: WARNING Joists are unstable until braced laterally Bracing Includes: Blocking Hangers Sheathing Rim Board Strut Lines Rim Joist DO NOT stack building materials on unsheathed joists. Stack only over beams or walls. DO NOT walk on joists that are lying flat. DO NOT walk on joists until braced. INJURY MAY RESULT. Web stiffener required on both sides at A1W ONLY Blocking panel: 118" TJ® Rim Board, 11 4" or 112" TimberStrand ® LSL or TJI® joist Toe nail, 10d (0.131" x 3") at 6" on-center Load bearing or braced/shear wall above (must stack over wall below) Blocking panel: 118" TJ ® Rim Board, 11 4" or 112" TimberStrand ® LSL or TJI® joist. Web stiffeners required on both sides at B1W and B2W ONLY 116" 2x4 minimum squash blocks Blocking panels may be required with braced/shear walls above or below — see detail B1 Blocking panels may be required with braced/shear walls above or below — see detail B1 Blocking panel: 118" TJ® Rim Board, 11 4"or 1 12" TimberStrand ® LSL or TJI® joist End of joists at centerline of support Load bearing or braced/shear wall above (must stack over wall below when present) Web stiffeners required on both sides of both joist ends at B4W ONLY Nail through 2x_cantilever, wood backer and TJI® joist web with 2 rows 10d (0.148" x 3") nails at 6" on-center, clinched. Use 16d (0.135" x 31 2") nails with 3 12" TJI® joist flange widths. (3) (3) 1. All blocking, hangers, rim boards and rim joists at the end supports of the TJI ® joists must be completely installed and properly nailed. 2. Laterial strength, like braced end wall or an existing deck, must be established at the ends of the bay. This can also be accomplished by a temporary or permanent deck (sheathing) fastened to the first 4 feet of joists at the end of the bay. 3. Safety bracing of 1x4 (minimum) must be nailed to a braced end wall or sheathed area (as in note 2) and to each joist. Without this bracing, buckling sideways or rollover is highly probable under light construction loads - such as a worker or one layer of unnailed sheathing. 5. Ends of cantilevers require safety bracing on both the top and bottom flanges. 6. The flanges must remain straight within 1/2" from true alignment. 4. Sheathing must be completely attached to each TJI® joist before additional loads can be placed on the system. TJI® 560 floor joist Top View NAILING AT BEARING (FLOOR) 13 4" minimum end bearing single-family applications TJI® Joist to Bearing Plate 11 8" TJ® Rim Board, 11 4" or 1 12 " TimberStrand® LSL. or TJI® 110 rim joist: One 10d (0.131" x 3") nail into each flange TJI® 210, 230, and 360 rim joist: One 16d (0.135" x 312") nail into each flange. With depths > 16", use TJI® 360 rim joist. Shear transfer: Connections equivalent to floor panel nailing schedule TJI® 560 rim joist: Toe nail with 10d (0.128" x 3") nails, one each side of TJI® joist flange Rim to TJI ® Joist Squash Blocks to TJI ® Joist (Load bearing wall above) One 10d (0.128" x 3") nail into each flange 118" TJ ® Rim Board or 114" or 1 12" TimberStrand® LSL. Also see detail B2 Locate rim board joint between joists. 13 4" minimum bearing One 8d (0.113" x 21 2") nail each side. Drive nails at an angle at least 11 2" from end. 312" minimum intermediate bearing 51 4" may be required for maximum capacity Column BEARING AT WALL 118" TJ® Rim Board or 11 4" or 1 1 2" TimberStrand ® LSL or blocking for lateral support Strap per code if top plate is not continuous over column * For additional installation specifications see Rim Board Details and Installation in Weyerhaeuser Installation Guide for Floor and Roof Framing, TJ-9001. * ** * Sheathing boundary nails, 8d (0.131" x 212") at 4" on-center No load bearing wall above L6 Multiple pieces can be nailed or bolted together to form a header or beam of the required size, up to a maximum width of 7" Load must be applied evenly across entire beam width. Otherwise, use connections for side-loaded beams. When fasteners are required on both sides, stagger fasteners on the second side so they fall halfway between fasteners on the first side. (1) 10d nails are 0.128" diameter; 12d-16d nails are 0.148" - 0.162" diameter; screws are SDS, SDW, USP WS, or TrussLOK ® (2) An additional row of nails is required with depths of 14" or greater. (3) When connecting 4-ply members, nail each ply to the other and offset nail rows by 2" from the rows in the ply below. Piece Width # of Plies Fastener Type Min. Length # Rows O.C. Spacing Location 10d nails 3" 3 1 2 " 13 4" 2 3 4 2 12d-16d nails Screws 10d nails 12d-16d nails Screws 10d nails 12d-16d nails Screws Screws 12" bolts (1) (3) (3) 3 1 4" 33 8" or 312" 3" 3 1 4" 33 8" or 312" 5" 3" 3 1 4" 5" or 6" 6 3 4" 5" or 6" 6 3 4" 8" 3 2 2 3 2 2 3 2 2 2 2 12" 24" 12" 24" 12" 24" 24" 24" One side Both sides One side Both sides One side (per ply) Both sides One side Both sides One side - (2) (2) (2) (2) (2) (2) Fastener Installation Requirements Multiple-Member Connections for Top-Loaded Beams COLUMN DETAILS When joists are doubled at non-load bearing parallel partitions, space joists apart the width of the wall for plumbing or HVAC. Additional joist at plumbing drop (see detail). Subfloor adhesive will improve floor performance, but may not be required. Squash blocks and blocking panels carry stacked vertical loads (details B1 and B2). Packing out the web of a TJI® joist (with web stiffeners) is not a substitute for squash blocks or blocking panels. INSTALLATION TIPS Plumbing Drop Additional joist is required if floor panel edge is unsupported or if span rating is exceeded. Joist may be shifted up to 3" if floor panel edge is supported and span rating is not exceeded. Do not cut joist flanges. 4"(3)6"4"(3)4"3"5"4" L2 * For additional installation specifications see Rim Board Details and Installation in Weyerhaeuser Installation Guide for Floor and Roof Framing, TJ-9001 . 10d (0.148"x 3"), 12d (0.148"x 31 4") September 2020 Reorder TJ-4015 This sheet is intended as a supplement to the Weyerhaeuser Installation Guide for Floor and Roof Framing, TJ-9001 , and the Deep Depth Trus Joist TJI Joist Installation Guide, TJ-9006, which should be referenced for additional information. Fastener Allowable Load (lbs/bolt) 480 1 2 " lag bolt 11 8" TJ ® Rim Board Rim Board Material 1 1 4" TimberStrand® LSL 1 1 2" TimberStrand® LSL 610 675 695 1 2" Through bolt 725 725 1 2" Through bolt with Air Space 615 (2) (3) (4) _ typical Nail Size Filler Backer Nail Quantity(2) Filler Backer (0.131" x 3") 15 360 Four 3 4" x 15" sheathing Two 3 4" x 15" sheathing (0.131" x 3 12") (0.131" x 3") 50 15 32 15 560D 22"-24" TimberStrand® LSL 11 2" 3" 6"(5) 3" 11'-0"6'-0"1'-0"210 1'-0"1'-0" 1'-0"2'-6" 3'-6"1'-0"1'-0"1'-0" 2'-0"8'-0" 6'-6"1'-0"3'-0"1'-6"3'-6" 15'-0"8'-6"1'-0"110 1'-0"1'-0"1'-0"2'-6" 5'-0"1'-0"1'-0"1'-0"3'-6"11'-6"8'-6"1'-0"1'-0"1'-0"4-6" 163 4"143 4" 163 4" 143 4" 163 4"143 4" 20'-6" 19'-0" 19'-0" AFFINITY 1306 W Raymar St 11/14/22