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HomeMy WebLinkAbout5306 W McFadden-Signs - REV 1 - PlanRevision to 101123359 (issued on 6/16/25) REV 1 Bldg #101124996 APPROVALS: PLNG - C. Santana BLDG - W. Lee N O rI Q i N m U) U a� 0 0 co U O_ 0 0 N ti N N if 7 N W U 0 co 0 N N d' N LO rl- U) U O 0 A B C D E F CITY C_)F S A. GENERAL ABBREVIATIONS GENERAL SYMBOLS ARCHITECTURAL SYMBOLS SCOPE OF WORK SHEET INDEX ,-Wft.0 0 IN E ft.� Planning and Build . . Agen 1 10 # NUMBER DETAIL NUMBER ? EARTH XX & @ AND AT ??? CROSS REFERENCE SHEET NUMBER °° XX XX XX/A11.X THIS PROJECT CONSISTS OF NEW SITE IMPROVEMENTS. SPECIFIC SCOPE INCLUDES, BUT IS NOT LIMITED, � o GRAVEL XX/A11.X CASEWORK ELEVATION ADA ADDN AMERICANS WITH DISABILITY ACT ADDITION OR ADDITIONAL 4( XX A4.XX BUILDING ELEVATION � SAND XX TO THE FOLLOWING: ApproVE DOOR NUMBER AFF ABOFINI HED FL R VE S 00 XX � CONCRETE AFG AHJ ABOVE FINISHED GRADE AUTHORITY HAVING JURISDICTION NEW SIGNAGE ALONG MCFADDEN AVE. ANCE GENERAL.FOR PER IT IS XX Al2.X XX INTERIOR ELEVATION PRECAST CONCRETE ALT ALTERNATE A124 INTERIOR WINDOW G0.1 COVER SHEET 1 ANSI AMERICAN NATIONAL STANDARDS INSTITUTE STEEL NUMBER A APPROX APPROXIMATE XX G1.1 DRAWING INDEX, GENERAL NOTES, SYMBOL AND ABBREVIATIONS R1 2 - ARCH ARCHITECTURAL SIMILAR OR TYPICAL STONE REFERENCE EXTERIOR WINDOW / CURTAIN WALL NUMBER BLDG BUILDING ? SIM � CONCRETE MASONRY UNIT WALL SECTION BSMT BASEMENT ??? BRICK VENEER XX. X. XX WALL TYPE ARCHITECTURA Master ID: CL CLG CENTER LINE CEILING ? DETAIL REFERENCE GYM FLOOR NEW SITE PLAN LF NEW SIGNAGE t CM CENTIMETER ??? WOOD APC 1 CEILING TYPE CEILING TYPED 9' 0" CEILING HEIGHT 0 o SIGNAGE DETAILS a CONC CONCRETE (CONTINUOUS BLOCKING) O CONN(S) CONNECTION(S) WOOD CONST CONSTRUCTION ? ? (NON -CONTINUOUS BLOCKING) CONT CONTINUOUS ??? ??? BUILDING SECTION WOOD (TRIM/FINISH) GENERAL NOTES CONTR CONTRACT(OR) - CTR CENTER O SHEET NOTE GLASS D DEPTH SHINGLES A. GENERAL NOTES APPLY TO ALL SHEETS. B. DIMENSIONS ARE ACTUAL AND ARE TO FACE OF STUDS, FACE OF SED A R c \G� M14 TF DEG DEGREE �� REFERENCE KEYNOTE CONCRETE WALLS, FACE OF CMU WALLS, FACE OF FRAMES, OR " A DEMO DEMOLISH OR DEMOLITION ? 0 PLYWOOD (LARGE SCALE) CENTERLINE OF COLUMNS, UNLESS NOTED OTHERWISE. .�..�� DIA DIAMETER C. INCLUDE ALL OWNER -FURNISHED AND INSTALLED ITEMS AND OWNER-7 "1Qo. C- 06 DIM DIMENSION COLUMN GRID LINE GYPSUM WALL BOARD FURNISHED AND CONTRACTOR -INSTALLED ITEMS IN THE CONSTRUCTION DIV SPECIFICATION DIVISION SCHEDULE, AND SHALL COORDINATE WITH THE OWNER TO cP h Q �F DN DOWN BLANKET INSULATION ACCOMMODATE THESE ITEMS. D. COORDINATE ALL MECHANICAL CHASE SIZES WITH THE MECHANICAL 9TF �' 10 O� DTL DETAIL ROOM NAME ??? ROOM NUMBER/NAME CONTRACTOR. OF C DWG(S) DRAWING(S) RIGID INSULATION E. ARCHITECTURAL FINISH FLOOR ELEVATION U-0" EQUALS ACTUAL SITE REFERENCE ELEVATION OF 327.42 FEET. E EAST A XXX-XX REVISION NUMBER SPRAY FOAM INSULATION F. SEE SHEET CP1.1 FOR LOCATION OF WALLS OF FIRE -RESISTANCE -RATED CONSTRUCTION. ALL WALLS OF FIRE -RESISTANCE -RATED EA EACH -- CONSTRUCTION SHALL EXTEND TO UNDERSIDE OF FLOOR OR ROOF EC ELECTRICAL CONTRACTOR LEVEL XX MINERAL WOOL INSULATION DECK ABOVE. EL ELEVATION XXX' XX" LEVEL ELEVATION G. ALL PENETRATIONS THROUGH WALLS SHALL BE SEALED WITH ELEC ELECTRICAL � PROTECTION BOARD PENETRATION FIRE STOPPING MATERIAL AS REQUIRED TO ACHIEVE THE 2 ENG ENGINEER CARPET (LARGE SCALE) RESPECTIVE FIRE -RESISTANCE RATING AND SMOKE STOPPAGE. SEE SPECIFICATION SECTION 078413. EQ EQUAL TYP FF EL- 100'-01, FINISH FLOOR ELEVATION H. COORDINATE WITH MECHANICAL AND ELECTRICAL CONTRACTORS THE EQUIP EQUIPMENT m ACOUSTIC TILE (LARGE SCALE) SIZE AND LOCATION OF EQUIPMENT PADS SHOWN ON PLANS. EQUIV EQUIVALENT I. FIRE -RESISTANCE -RATED ENCLOSURES AROUND ALL STEEL COLUMNS EXST EXISTING 100'-01, SPOT ELEVATION TILE (LARGE SCALE) SHALL BE CONTINUOUS FROM FLOOR TO UNDERSIDE OF FLOOR OR EXT EXTERIOR ROOF DECK ABOVE FOR EACH LEVEL. J. CONSTRUCTION DOCUMENTS ARE COMPLEMENTARY. SEE DRAWING FOR QUANTITIES AND LOCATION OF WORK. SEE SPECIFICATIONS FOR FIN FINISHED QUALITIES AND CONDITIONS OF WORK. FL FLOOR K. WORK: ALL ASPECTS OF THE WORK AND ITEMS NOT SPECIFICALLY FT FEET SITE SYMBOLS MENTIONED, BUT NECESSARY TO MAKE A COMPLETE WORKING INSTALLATION, SHALL BE INCLUDED AND INDICATED IN THE FUT FUTURE CONTRACTOR'S BID. L. GENERAL SHEET NOTES ONLY APPLY TO PARTICULAR DRAWING OR GC GENERAL CONTRACTOR SERIES OF DRAWINGS. GOUT GOVERNMENT M. NO ASBESTOS OR PCB CONTAINING MATERIALS SHALL BE USED ON THIS — — PROPERTY LINE 0 AREA INLET PROJECT. H HEIGHT N. DO NOT SCALE DRAWINGS. DIMENSIONS NOTED PREVAIL. NOTIFY HORIZ HORIZONTAL — — LOT LINE Q CURB INLET ARCHITECT IN CASE OF DISCREPANCY. 0. HORIZONTAL AND VERTICAL DIMENSIONS ARE MINIMUM DIMENSIONS. C� TOTAL. HT HEIGHT EASMENT LINE MANHOLE CLEARANCES ARE GIVEN TO FINISH SURFACES. GC TO VERIFY ALL d CLEARANCES. NOTIFY ARCHITECT IN CASE OF DISCREPANCY. i.e. THAT IS BUILDING LINE, EXISTING HEAD WALL IBC INTERNATIONAL BUILDING CODE IN INCH BUILDING LINE, NEW W/DOOR FLARED END INT INTERIOR OPENING AND STRUCTURAL STOOP CO • CLEAN OUT PRIMARY CONTOUR, EXISTING LB(S) POUND(S) �100� 7 CAP APPLICABLE CODES & REGULATIONS STATEMENT OF GENERAL CONFORMANCE PRIMARY CONTOUR, NEW M METER > THRUST BLOCK MAX MAXIMUM SECONDARY CONTOUR, EXISTING MC MECHANICAL CONTRACTOR 99 SECONDARY CONTOUR, NEW ►A VALVE MECH MEZZ MECHANICAL MEZZANINE 1%SLOPE SLOPE, PAVEMENT ►: POST INDICATOR VALVE 2022 CALIFORNIA ADMINISTRATIVE CODE (CAC), PART 1> TITLE 24 C.C.R. MFR MANUFACTURER DOWN REDUCER 2022 CALIFORNIA BUILDING CODE (CBC), PART 2, TITLE 24 C.C.R. Statement of General Conformance 3 MIN C MINIMUM MISCELLANEOUS � DRAINAGE DITCH ORSWALE r rH FIRE HYDRANT 2022 CALIFORNIA ELECTRICAL CODE (CEC), PART 3, TITLE 24 CCR FOR ARCHITECTS/ENGINEERS WHO UTILIZE PLANS, MM MILLIMETER STREET CENTERLINE POWER POLE 2O22 CALIFORNIA MECHANICAL CODE (CMC) PART 4 TITLE 24 CCR INCLUDING BUT NOT LIMITED TO SHOP DRAWINGS, PREPARED BY OTHER CURB, THICKENED EDGE or 2022 CALIFORNIA PLUMBING CODE (CPC), PART 5, TITLE 24 CCR LICENSED DESIGN PROFESSIONALS AND/OR CONSULTANTS N N/A NORTH NOT APPLICABLE CURB, EXISTING �• LIGHT POLE 2022 CALIFORNIA ENERGY CODE, PART 6, TITLE 24 CCR H10122743 (Application No. 03- File No. 19-) NIC NOT IN CONTRACT CURB, NEW ■ TELEPHONE MANHOLE 2022 CALIFORNIA FIRE CODE (CFC), PART 9, TITLE 24 CCR NTS NOT TO SCALE E TELEPHONE BOX 2022 CALIFORNIA EXISTING BUILDING CODE (CEBC), PART 10, TITLE 24 CCR X THE DRAWINGS OR SHEETS LISTED ON THE COVER OR INDEX SHEET AS DENOTED WITH AN ASTERISK * PAVING CONTRACTION JOINT OC ON CENTER KCJ • SPRINKLER HEAD, 360' 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE (CALGREEN), PART 11, TITLE 24 CCR X THIS DRAWING, PAGE OF SPECIFICATIONS/CALCULATIONS OPP OPPOSITE — PAVING KEYED CONSTRUCTION JOINT SPRINKLER HEAD, 270° 2022 CALIFORNIA REFERENCED STANDARDS PART 12 TITLE 24 C.C.R. � � have been prepared by other design professionals or consultants who are licensed and/or authorized OVHD OVERHEAD KCT I PAVING TIED CONSTRUCTION JOINT A TITLE 19 C.C.R., PUBLIC SAFETY, STATE FIRE MARSHAL REGULATIONS. to prepare such drawings in this state. It has been examined by me for: PAR PARALLEL EJ SPRINKLER HEAD, 180' 1) Design intent and appears to meet the appropriate requirements of Title 24, California Code of PAVING EXPANSION JOINT Regulations and the project specifications prepared by me ,and PENT PENTHOUSE p SPRINKLER HEAD, 90° 2025 NFPA 13 INSTALLATION OF SPRINKLER SYSTEMS PLYWD PLYWOOD FENCE, SECURITY QC ® QUICK COUPLING 2024 NFPA 14 INSTALLATION OF STANDPIPE AND HOSE SYSTEMS 2 Coordination with my plans and specifications and is acceptable for incorporation into the ) O QTY QUANTITY FENCE, BARBED WIRE FENCE, CHAIN LINK 0X11 TREE, EXISTING DECIDUOUS 2024 NFPA 17 DRY CHEMICAL EXTINGUISHING SYSTEMS construction of this project. The Statement of General Conformance "shall not be construed as relieving me of my rights, duties, and responsibilities O REQ(D) REQUIRE(D) X 0 TREE, EXISTING CONIFER 2024 NFPA 17A WET CHEMICAL EXTINGUISHING SYSTEMS under Sections 17302 and 81138 of the Education Code and Sections 4-336, 4-341 and 4-344" of Title 24, Part 1. (Title 24, Part 1, Section 4-317 (b)) U REV REVISION(S) FENCE, WOOD 2025 NFPA 20 INSTALLATION OF STATIONARY PUMPS FOR FIRE PROTECTION RM RND ROUOND 000 SEED LIMIT SHADE TREE 2023 NFPA 22 WATER TANKS FOR FIRE PROTECTION I certify that- X All drawings or sheets listed on the cover or index sheet as denoted with and asterisk — - - - - — SOD LIMIT 2025 NFPA 24 INSTALLATION OF PRIVATE FIRE SERVICE MAINS ® This drawing or page (� S SOUTH ORNAMENTAL TREE 2025 NFPA 72 NATIONAL FIRE ALARM CODE SCHED SCHEDULE Fp FOUNDATION DRAIN, NON PERFORATED ®is/are in general conformance and ®is/are in general conformance and O SECT SECTION -- --FD---- 2025 NFPA 80 FIRE DOORS AND OTHER OPENINGS PROTECTIVES X have been oordir�ated X have been coordinated sHr SHEET FOUNDATION DRAIN, PERFORATED '\ DECIDUOUS TREE 2024 NFPA 92 SMOKE CONTROL SYSTEMS }+ N SIM SIMILAR — PSD--- SUBDRAIN, PERFORATED J�� 2024 NFPA 170 STANDARD FOR FIRE SAFETY AND EMERGENCY SYMBOLS '� 09/13/2024 C� cn SPEC STD SPECIFICATION(S) STANDARD S SANITARY SEWER ,� f SHRUB 2025 NFPA 2001 CLEAN AGENT FIRE EXTINGUISHING SYSTEMS ; U Z a STL STEEL � CLIPPED SHRUB Signature Date Signature Date z W Q STOR STORAGE FM FORCE MAIN � � Q 4 STRUCT STRUCTURAL _W_ WATER Architect or Engineer designated to be in general Architect or Engineer delegated responsibility L � Q SYM SYMETRICAL responsible charge for this portion of the work. 0 W F FIRE If w a Q TEMP TEMPORARY JESSE MILLER TYP TYPICAL G GAS Print Name Print Name Y w UNEX HPS HIGH PRESSURE STEAM C-32306 10/31/2025 LL � 0 UNF N UNFINISHED MPS MEDIUM PRESSURE STEAM � UNO UNLESS NOTED OTHERWISE License Number Expiration Date License Number Expiration Date ■ 4_0 o LPS LOW PRESSURE STEAM VERT VERTICAL UGE/UGT UNDERGROUND ELEC/TELEPHONE co V) "' VEST VESTIBULE VIF VERIFY IN FIELD — - —OHP— - — OVERHEAD POWER W WEST HOT LAWN SPRINKLER HOT LINE W/ W/0 WITH WITHOUT LAT LAWN SPRINKLER LATERAL CONSTRUCTION DOCUMENTS VICINITY MAP PROJECT INFORMATION SHEET NUMBERING SYSTEM PROJECT TEAM Issue Date REVISIONS R1 09102/2025 � , e � T, •1n L y � PROJECT ADDRESS: 5306 W MCFADDEN AVE, SANTA ANA, CA 92704 ARCHITECT CIVIL ENGINEER ELECTRICAL ENGINEER i_-•, �'� gy-°1f DLR GROUP BRANDOW & JOHNSTON DCGA ENGINEERS - _ "`�-'`` } ��. R PARCEL 1 - -1 ACCESSO C # 08 563 5 1650 SPRUCE ST. #300 700 S FLOWER STREET, SUITE 1200 4750 ONTARIO MILLS PKWY V , `.�� RIVERSIDE, CA 92507 LOS ANGELES, CA 90017 ONTARIO, CA 91764 eV5306PROJEC . Mc adden.A : 5306 McFadden Avenue �. ..� Santa Ana, CA 92704 - OCCUPANCY: E DRAWING TYPE CONTACT: JESSE MILLER CONTACT: ALLAN LUMIDAO CONTACT: CHRIS VILLALOBOS ,'PH:951.682.0470 - (SEE DRAWING TYPE BELOW) alumidao@bjsce.com Chris.villalobos@dcgaengineers.com 5 _ NUMBER OF STORIES: 1 jmiller@dlrgroup.com DISCIPLINE ITEMIZED SERIES NUMBER CLIENT 75-24272-01 CONSTRUCTION TYPE: V-B ROMAN CATHOLIC BISHOP OF ORANGE STRUCTURAL ENGINEER DRAWING INDEX SPRINKLERED: NO Al 13280 CHAPMAN AVENUE BRANDOW & JOHNSTON GARDEN GROVE, CA 92840 700 S FLOWER STREET, SUITE 1200 GENERAL NOTES, SYMBOLS AND mOl CONTACT: JEFF GEREMIA LOS ANGELES, CA 90017 ABBREVIATIONS Q ;' ` ,_ � �>= - - ` PH: 714.282.3032 CONTACT: KIM CARAVALHO .Y - r, • - , kcaravalho@bjsce.com CD ♦' G1.1 ttii�� A B C D E F E Id Agen 2 0 N O N ry I al N Y (6 H U) U a� O 0 U O 0 0 N N N Lo N c� U c� m m m5 a� c c� O O U O 0 0 N N N Q _o U O Y N (n CD 0 O N � � N Q � w w c.� O W m ry U 0 w ry N m NEW SITE PLAN SCALE: 1" = 30'-0" 0 15 30 60 SCALE: 1" = 30' LL:-�-: LL: ::..:-:-:LL:....:. �: ..:-:LL:LL:-:-:-:.....LL::LL: 07777777-77:- 0 S1; 32-02 MCFADDEN AVENUE 32-19-1 r32 03 I� 0 0 ,0 0 a �32-04 . . ...... .......................... ---•. ....--- ........ 0 0 0 ........ :LL:-;(N) TURF PLAY FIELD. :32 23 ::85 X 52 YDS::-:-:LL:LL::- ::::-:•:-:-:•;-::: h•.••'•-.-•'•'•- •••'•-. a D 0 0 0. 0 0 D 0 32-29 U j w -r w 32-19' � i o 7/ o 0 0 71 _ o � i o ��i o (E) RED CURB (E) ASPHALTIC PAVING (E) RED CURB (E) ASPHALTIC PAVING (E) ASPHALTIC PAVING LIU LIU cn 0 J V LU NEW SQUARE FOOTAGE DESCRIPTION TOTAL SF OR COUNT (N) ASPHALT PAVING 21,859.24 SF (N) CONCRETE PAVING (N) ARTIFICIAL TURF 8,519.89 SF 40,009.82 SF (N) RUBBERIZED PLAY STRUCTURE SURFACE (N) LANDSCAPING 3,208.67 SF 2,952.59 SF (N) CONCRETE SEATING (N) 6' ORNAMENTAL FENCING 211 SF 1,455' LINEAR SF (N) 3' ORNAMENTAL FENCING (N) TREES 405' LINEAR SF 38 (N) RELOCATION OF (E) LIGHT POLES 12 (N) LUNCH SHELTER 4,500 SF 5 (N) ORNAMENTAL FENCE GATE - DOUBLE DOOR (N) ORNAMENTAL FENCE GATE SINGLE DOOR (N) BASKETBALL STRIPING 5 3 (N) FOUR SQUARE STRIPING 1 (N) HOPSCOTCH STRIPING I 3 (N) WOOD BENCH SEATING 6 (N) CANOPY (N) DIAMOND PARKING PLANTER 1,240 SF 24 PARKING CALCULATIONS PARKING SPACES - PROVIDED 395 SPACES ADA PARKING SPACES - PROVIDED 9 SPACES PARKING SPACES - EXISTING I APPROVED 415 SPACES TOTAL CHURCH + SCHOOL PARKING REQUIRED CHURCH PARKING - REQUIRED* 1 SPACE FOR EACH (3) SEATS - 950 SEA TS / 3 = 317 SPACES SCHOOL PARKING - REQUIRED* 1.5 SPACES FOR EACH CLASSROOM - 24 CLASSROOMS 1.5 = 36 SPACES 1 SPACES FOR EACH 330 SF OFFICE SPACE - 3,590 SF OFFICE/330 = 11 SPACES 364 SPACES > 395 PROVIDED 317 SPACES 47 SPACES * REFERENCE CITY OF SANTA ANA OFF-STREET PARKING REQUIREMENTS, POSTED BY CITY OF SANTA ANA PLANNING AND BUILDING AGENCY, DATED MARCH 14, 2022 32-02 32-03 32-04 32-05 32-06 32-19 32-20 32-23 32-27 32-28 32-29 32-30 (N) 6' ORNAMENTAL FENCE, SEE DETAIL 3A/AS1.6 FOR MORE INFORMATION (N) 6' ORNAMENTAL FENCE GATE SEE DETAIL 2C/AS1.6 FOR MORE INFORMATION (N) ARTIFICIAL TURF, S CIVIL FOR MORE INFORMATION (N) SOIL WITH LAND ppro N)TREES MG E,b9ff IR,101T EI [' ANC I J)AAVI G, INFORMATION (N) 3' ORNAMENTAL GATE, SEE DETAIL 2C/AS1.6 FOR MORE INFORMATION, ENSURE THAT THIS FENCING IS T TALL (N) 6' ORNAMENTAL DOUBLE GATE, SEE DETAIL 3C/AS1.6 FOR MORE INFORMATION GREEN SCREEN '- NG, SEE DETAIL 3E/AS1.6 �m) LIG , E EI N TRICAL FOR MORE INFORMATION L SEE AS1.4 FOR MORE INFORMATION SITE SYMBOLS EXISTING BUILDING NOT IN CONTRACT NEW ASPHALTIC PAVING D - NEW CONCRETE NEW LANDSCAPE RUBBERIZED SURFACE FOR PLAYGROUND (E) CHAIN LINK FENCE (E) DOUBLE SWING GATE (E) SINGLE SWING GATE (E) ROLLING GATE (E) PATH OF TRAVEL — — — PATH OF TRAVEL (E) LIGHT POST (N) LIGHT POST �o (E) STREET LIGHT C) (E) TREES (N) TREES (N) ORNAMENTAL FENCING (N) SIGNAGE J! USED ARCy 0. C/Z306 N�T�FN 10 OF CA��F CONSTRUCTION DOCUMENTS Issue Date REVISIONS R1 09/02/2025 75-24272-01 NEW SITE PLAN AS1.1 A B C D E FCITY OF S A. Planning and Build Agen PP ro 1°" OR PE:RMIT IS ANC 39' 4" B , EDED ®� B B B B © ED B ED B B 4E ROOF I I tI PLAN 3C 1/8 B B ® B B S1.8 FRAMING I AlIdIJA N I AS1.4 ED B 3) B B® ) ED B E ED e) B ED B ED _ e J ------ --- --------------- -� --�'----� --- - ll e � � � ED Master ID: CL g'_4l' 0 0359 �� �� e e� e ED e o e e e e 5A M �e���ee�e®� Of ® ED Date: I AS1.4 I B B ® B® B U p B � ED B B �� B USED ARC/, �-- --- - - - - - - - - - - - - - - - - - - - - - - - - ............. CO. HOLE TYPE: Round JOB NAME: rC= 306 � '�. � g NOT TO SCALE h Q PRIMARY MATERIAL: Carbon Steel DATE: cl}' HOLE PATTERN: 1/8" Round on 1/4" St Ctrs COMPANY: LP 800.237.3E320 mr:nicYlols.com HOLE ARRANGEMENT: 600 Staggered Centers NAME: DWG NUMBER REVISION lS 1.4 PERCENT OPEN AREA: 23% TITLE: 9� N• 10 3 �� MCNLCHOLm 3 CO. has based ese tlraw,ngs on the data provided rnO GAUGE/THICKNESS: 20 Gauge (.0359" Thick) SIGNATURE: detl by you, and ey are int tlea -f wiely for Nwal and conceptual information purposes as part of the order process. ANY USE ®HOLE SIZE: 1/B" 16181420 A OF OF THESE DRAWINGS (INCLUDING DESIGN AND DIMENSIONS) MUST BE CHECKED BY YOUR ENGINEER TO DETERMINE WHETHER THE DRAWINGS (INCLUDING DESIGN AND DIMENSIONS) © HOLE CENTERS: 1/4' ARE ADEQUATE FOR THE INTENDED USE. MCNICNOLSCO. makes no representation or QBAR WIDTH: 1/8" warranty (express or Impbed) regarding such drawings and expressly dlsclalms all implied warranties regarding the, including but not limited to any implied warranties of mer[nantaMlity `/'7,, of fitness fora particular purpose. 14CNICMOLS CO. will in no event be liable for your use or the � 6, V(•� results of your use of these drawings, and you assume all risk and liability for any losses, i !!!/// damage, uaims o. expenses-.1t,dg tram such use. :CMeNICMOLS CO. "FOLIC) 2 - 2c SIGNAGE NORTH ELEVATION 2E PERFORATED SCREEN AS1.4; " SCALE: 1" = 1U-0 AS1.4 SCALE: 1/4" = 1'-0" CI)39' 4" 27' - 0" /-3" 3" 3" 3" -Y T - 9" T- 9" T - 9" T- 9" 6' -10 1 /2" 3" V - 11 3/4" N V -� M M VIJE0 �lr 0�0 �o 0 0 an 400T150-33 #10 S.M.S. @ 18"OC. EA. 2-18 SIDE. PROVIDE 4410 S.M.S. EA. SIDE AT SPLICE SPLICE AT 60OS200 BRACE. 40OS200-33 SPLICES IN MEMBER SHALL SPLICE AT 60OS200 BRACE. 40OS200 33 NOT ALIGN SPLICES IN MEMBER SHALL NOT ALIGN NEST CONT. TOP AND BOTTOM RAIL FACE TO FACE CONT. TOP AND BOTTOM RAIL 6410 S.M.S. EA. SIDE I I 3 PER SANTA ANA CITY BUILDING CROSS, SEE DETAIL SIGNAGE LETTERING SEE REFERENCE PERFORATED PANEL CLADDING 400S200 33 x 0' 8" LG. DEPARTMENT, SCREEN COLOR TO 5A/AS1.4 DETAIL 5A/AS1.4 HARTFORD GREEN, SEE PRODUCT MATCH EXISTING BUILDINGS AND DATA REFERENCE 2E/AS1.4 NO REFLECTIVE MATERIAL IS TO BE NOTE: PANEL SIZES ARE 4' TALL X 10' LONG 40OT150-43 APPLIED. N STRONGBACK SPLICE m NEW SIGNAGE ROOF PLAN 3c ENLARGED SIGNAGE - ST. BARBARA CATHOLIC SCHOOL SCALE: 1/8" = V-0" AS1.4 SCALE: 3/8" = V-0' ANCHORAGE DETAILS O CLIENT O .1"X1" ALUMINUM TUBE S l a t e r B u i l d e r s PAINT COLORS 1 1/8"WALL 3100 Pullman St Suite B, FONTS 6061 Costa Mesa, CA 92626 ...... .......... 20GA. 4"x2" PREFINISHED �1 BAKERVILLE OLD FACE: 2 3H a°W`E` WHITE FAC n�TTER TOP CAP, DARK ANODIZED .060ALUMINUMRETURNS PROJECT NOTE: HORIZONTAL HAT CHANNEL TO RECEIVE MCNICHOLS 20GA. PERFORATED TOP CAP 2-40OS200-33 CONT. 6500ki"TER"'"LLUMINATON PREFINISHED SHEET TO MATCH HARTFORD GREEN 1 8 HOLES X 1 4" SPACING A B C D E F G H I J K L M N O P Q R S T U V W X Y Z ::::.:.:::.::::::.:::.::::.:: 5306 w Mcf adders Ave. /" / OR 40OT150-33 W140OS200-33 CON _ O3 �/�16"ELECTRICAL CONNECTION POINT Santa Ana CA, 92704 23% OPEN AREA. SPLICE SHALL OCCUR ATBRAC SPLICE abcdefghijklmno grstuvwxyz MEMBERS SHALL BEST RED OF AG 20GA." GALV. M&D O 0123456789 SHERWIN WILLIAMS MATHEWS PAINT HARTFORDGREEN WONDER WHITE O4 #10SELFTAP5TAINLE55STEELHEXHEAD NOTE: STEEL STUD FRAMING HC HAT CHANNEL TO 4-#10 SMS SCREWS STD HAT CHANNEL COIL: 435C2102 MP:32071 3/8" LENGTH p CONTRACTING INC. oo-000-oo BE PREFINSHED TO MATCH DARK ANODIZED. PREFINISHED �--+ :.................................. ......................................................................................... JOB NO. DARK ANODIZED 770 SYCAMORE STE. co 0 i 122 PMB 457 i VISTA • CA. 92B03 U 4 DATE o7.10. zoz4 SIMPSON RCA223154 w/4 #10 Ph: 691-277-7509 v z Q 3 S.M.S. EA. LEG, TOP AND LLI z QUANTITY BOTTOM, EA. STUD mdclxlvactinginc.com Q 1 / ° ° LIJ z ~ 2 e i........................... o `cp SCALE AS NOTED n L. 20GA. GALV. STEEL STUD L 60OS200-33 0 7'-9" O.C. 20GA. GALV. ;� L z • ' DRAWN By- REVISIONS Qow &ENDS ON SCREEN P�00�1"�F, p o STEEL STUD c� PREFINISHED I DARK ANODIZED 324" L 1 100.1 e ]G �I QI QR OOT150-43 BRACE, EA. END AT 1 TO 1 ANGLE, o o PREFINISHED PERFORATED 1 n n F� n F F n n w/ 4-#10 S.M.S. EA. END _1VC AND 2-#10 _ 4^ z F'ANLL HAK II VKV UKLLN ~ U U U lJ (4) #10 SMS SCREWS _� 4 110U-43 GUN I.51 KUNG 400S137-33 INFILL R STAGGERED -�10 SMS BA w/4-#10 S.M.S. EA. STUD a o 2'-0" O.C. 1'-0" 4'-0" SCREWS 3'-0" 40OS200-33 V 0 V.I.F. 0 7'-9" O.C. L 0 0 BUR ROOF CUT BACK & (4) #10 SMS SCREWS S L A T E R PATCHED W/ PIPE BOOT STAGGERED O INSTAALLLLINACCORDANCEW/ FLASHING PREFINISHED DARK AN N 26• ELECTRICAL NOTES: NATIONAL ELECTRIC CODES PRINT MANAGEMENT TYP. r` 1/2" FRONT LIT WHITE ACRYLIC 3116 N ''.L! SIGNS IN TH95 PROJECT ARE INTENDED TO DE INSTALLED INACCOFDANCE W rTH THE E WHITE SIGN FACE ACRYLIC 1. ' FQUIREMENT5OF ARTICLE 6000F THE NATIONAL ELECTRICAL CODE AND I OR OTHER _ 2OGA. I" GALV. N r'PIJCA15LE LOCAL CODE5. GROUNDING � BONDING OF 51GN MUST COMPLY WITH NEC 600a. _ L - HAT CHANNEL � - nM N pry 2. IGN TYPE (tbd): Require5120v 120a ded'lcated circuit controlled by astronomical time I Yclock per CA Title 24 regulatlorra (by others) O .inn w L FRAME DIMEN51ON5 3100-B Pullman Street, 1 U 3 3. i"rimary power Supply brought to Sign location by customer. Costa Mesa, CA 92626 (E)2x JOIST @24"OC, VERIFY ' C) -- 714-714-0960 N FIELD o #10 S.M.S. EA. LEG, EA. T slaterprint.com / ( STUD, TYP. M 1l +9'-6" ABOVE FINISH GRADE M Example Halo Edge Lit (REFERENCE FOR ILLUMINATION ONLY) This design is the exclusive property of - - - - - - '5HOWNAE50YE153500KWITH FRONTLIT TFIMLE55LETTER FINAL WILL HAVE6500k Slater Print and cannot be reproduced, DESIGNER VERIFY IN FIELD 5 FINAL WILL HAVE WHITE RETURN5NOT BLACK A55EEN IN PICTURE wi ttenlapprove or in al part, without their prior L ROOF RISER ATTACHE 24GA. PREFIN. 6x JOIST DEPTH BLK. w/ SIMPSON GUTTER PTD A34 TOP AND BOTTOM EA. SIDE EA. TO EXISTING WOOD F AMING O PAGE 1 END O AN X 1 TT TYP. " ' 20GA. 4"x2" PREFINISHED NOTE: SKYLIFT R00 RISER (SK-DR3.5) TO MATCH STUCCO DARK ANODIZED BOTTOM 0 8 -1 /4 DIA. SIMPSON SDS SCREWS wl2 EMBED VERIFY LAYOUT IN FIELD CAP 4003200-33 a) INTO 6X BILK., TYP. U O_ ° ° °° ° ° ° " ° 400S200-54 •°° x . SPECIFICATIONS: All FLASHING JOINTS ARE- 7 LAP JONTS SET N SEALANT NOTE TO INSTALLER FIE-D llER1l AL_ DIMENSIONS PRICA TO FA31140TION. REVISIONS FfwiIECT vWF ST. BARBARA CATHOLIC SCHOOL fiWi-ECT Na: M D07-2405 LOCATION MU W. MCFAM AIENLE SWA IAA CA. 9271N calyTrucroa LINANTN:i NEW EQUIPMENT SCREEN DETAIL NONE JJ 1: :x any GD AD 05A 4:2024 EffilNl Id SCALE 1 11z.,•', D. SM= NO SM.D1 Y w p 0 U }+ ILLI co U ^ LO �J J (n n CONSTRUCTION DOCUMENTS Issue Date REVISIONS R1 09/02/2025 75-24272-01 NEW SIGNAGE O N N N Ln Q o a6 5A SIGNAGE DETAIL 5D PERFORATED SCREEN ANCHORAGE AS1.4 0 o AS1:4 SCALE: 3/8" = 1' 0" 0 N AS1.4 SCALE: 3/8" = V-0" o r- Q rn A B I C D I E F 91 24" MIN. PLY\ I— w w C0 0 O z � 75 v N 3 I 3A PLYWOOD REPAIR DETAIL All N O NI ry Q I N Y (6 U) 0 0 4- 0 a) a) 0 0 0 NO SCALE IrMOTO PLYWOOD REPAIR -NAILS TO HAVE MIN. 3/8" EDGE DISTANCE -PLYWOOD SHEETS TO BE PERPENDICULAR TO JOISTS AND PLYWOOD JOINTS TO BE STAGGERED (MIN. PLYWOOD STAGGER OF 24") -PLYWOOD THICKNESS AND GRADE TO MATCH (E) PLYWOOD -BOUNDARY AND FIELD NAILING TO MATCH (E) NAILING DETAIL A NO SCALE (E) 2x WALL THICKNESS BLK. w/ 4-10d INTO (E) BLK. (E) B (E) TOP PLA (E) W/ Detail A SKYLIFT ROOF DESIGNER RISER (SK-DR 3.5) w/ 8 - 1/4"0 SIMPSON SDS SCREWS w/ 2" EMBED INTO 6x BLK. (N)6x6 BLK. w/ SIMPSON A34 TOP AND BOTTOM EA. SIDE EA. END w/ 8-8d x 1 112" (N)3x4 VERT., TYf IF MIN. CANNOT BE ACHIEVED EXTENT 2x6 BLK. ADDITIONAL CHORD BAY 411 MIN. TYP. ADD 10d EA. SIDE OF BLK. FROM (N)2x6 BLK. Planning and Buil in�enc Approv�e� +� FOR PERMIT ISS NC� Master ID: N A34 w/ 8-8d x 1 112", TYP. Date: (N)2x6 BLK. (E) 2x4 OUTRIGGER (N)2x6 BL 3-16d, TYI (N)2x6 BLK. w/ 3-16d, TYP (E)18" TJL @ 24"OC. BLOCKING DETAIL NO SCALE NEW ROOF PLAN FRAMING NO SCALE BLOCKING DETAIL E 1.8 AMING Note: 1. For reconstruction of plywood roof sheathing where existing meets new, refer to detail 3A/AS1.8 SEC ARCy v � M/ � � � F r +moo. C 06 Ny J�F 0NF CONSTRUCTION DOCUMENTS Issue Date REVISIONS R1 09/02/2025 75-24272-01 SIGNAGE DETAILS AS 1 .8 PROJECT PROJECT NO. E. ITEM EST.1945 A*-, - 1 341 z CITY OF SANTA ANA Planning and Building Agency SHEET NO DATApproved FOR PERMIT ISSUANCE ENGINEER Master ID: Date: \AjZ (i2o�..4jz 20 I� rl� LLI -x 14-tt RcA1-,,, e ci Vs k 1315 t�aet, tiA UIL BRANDOW&JOHNSTON STRUCTURAL+ CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH St. Barbara Catholic School B&J #: C24-0036 September 2, 2025 700 S. FLOWER ST. SUITE 1200, LA, CA 90017 STRUCTURAL CALCULATIONS FOR PREPARED FOR DLR Group New Beam TEL: (213) 596 - 4500 FAX: (213) 596 - 4599 Riverside, CA 92501 BRANDOW & JOHNSTON (B&J HBK, INC) 3801 University Avenue, Suite 600 S T R U C T U R A L & C I V I L E N G I N E E R S BRANDOW AND JOHNSTON STRUCTURAL AND CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH A U S E ET S ATS R CFO TCURT PDERETSIG EFOR E AINROFIL LAR R NELANOIS ENIG No. 4896 KIMCARAVALHO 09/02/2025 Wood Beam LIC# : KW-06017366, Build:20.25.08.20 B&J HBK, INC.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:RB-1 Project File: Post Footings.ec6 Project Title: Engineer: Project ID: Project Descr: Referenced Design Standard(s) : NDS 2018 Load Combination Set : IBC 2018 Code References Governing Code : IBC 2018, CBC 2019 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design RedBuilt RedLam LVL Beam/Joist 2,900.0 2,900.0 2,635.0 750.0 2,000.0 1,036.83 285.0 1,660.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2018 5.25x14 Span = 34.0 ft 1 2 D(0.2) W(0.4)D(0.2) W(0.4)D(0.2) W(0.4)D(0.2) W(0.4)D(0.2) W(0.4) D(0.02) Lr(0.02) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.020, Lr = 0.020 , Tributary Width = 1.0 ft Point Load : D = 0.20, W = 0.40 k @ 3.0 ft, (P1) Point Load : D = 0.20, W = 0.40 k @ 10.0 ft, (P2) Point Load : D = 0.20, W = 0.40 k @ 17.0 ft, (P3) Point Load : D = 0.20, W = 0.40 k @ 24.0 ft, (P4) Point Load : D = 0.20, W = 0.40 k @ 31.0 ft, (P5) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.281 : 1 Load Combination D Only D Only Span # where maximum occurs Span # 1 Location of maximum on span 17.000 ft 23.64 psi= = 2,565.68 psi 5.25x14Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination = = = 256.50 psi== Section used for this span 5.25x14 Maximum Shear Stress Ratio 0.092 : 1 0.000 ft= = 719.89 psi Maximum Deflection 929 >=360 290 Ratio =0 >=180 Max Downward Transient Deflection 0.439 in 929 Ratio =>=360 Max Upward Transient Deflection -0.439 in Ratio = Max Downward Total Deflection 1.406 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : +0.60W Span: 1 : -0.60W Span: 1 : +D+0.750Lr+0.450W n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 34.0 ft 1 0.281 0.092 0.90 0.983 1.001.00 1.00 10.29 719.9 2,565.7 1.16 256.51.00 23.61.00 1.00+D+Lr 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.259 0.085 1.25 0.983 1.001.00 1.00 13.18 922.1 3,563.4 1.48 356.31.00 30.11.00 Wood Beam LIC# : KW-06017366, Build:20.25.08.20 B&J HBK, INC.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:RB-1 Project File: Post Footings.ec6 Project Title: Engineer: Project ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+D+0.750Lr 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.245 0.080 1.25 0.983 1.001.00 1.00 12.46 871.6 3,563.4 1.40 356.31.00 28.51.00 1.00+D+0.60W 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.237 0.079 1.60 0.983 1.001.00 1.00 15.45 1,080.9 4,561.2 1.76 456.01.00 35.91.00 1.00+D-0.60W 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.079 0.025 1.60 0.983 1.001.00 1.00 5.13 359.2 4,561.2 0.56 456.01.00 11.41.00 1.00+D+0.750Lr+0.450W 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.250 0.083 1.60 0.983 1.001.00 1.00 16.33 1,142.3 4,561.2 1.85 456.01.00 37.71.00 1.00+D+0.750Lr-0.450W 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.132 0.042 1.60 0.983 1.001.00 1.00 8.59 600.8 4,561.2 0.95 456.01.00 19.31.00 1.00+D+0.450W 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.217 0.072 1.60 0.983 1.001.00 1.00 14.16 990.7 4,561.2 1.61 456.01.00 32.81.00 1.00+D-0.450W 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.098 0.032 1.60 0.983 1.001.00 1.00 6.42 449.1 4,561.2 0.71 456.01.00 14.51.00 1.00+0.60D+0.60W 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.174 0.058 1.60 0.983 1.001.00 1.00 11.33 793.0 4,561.2 1.29 456.01.00 26.41.00 1.00+0.60D-0.60W 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.017 0.007 1.60 0.983 1.001.00 1.00 1.09 75.9 4,561.2 0.17 456.01.00 3.41.00 1.00+0.60D 0.983 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.095 0.031 1.60 0.983 1.001.00 1.00 6.17 431.9 4,561.2 0.69 456.01.00 14.21.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+0.750Lr+0.450W1 1.4059 17.124 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.910 1.910 Max Upward from Load Combinations 1.910 1.910 Max Upward from Load Cases 1.205 1.205 Max Downward from all Load Conditions (Resisting Uplift)-1.000 -1.000 Max Downward from Load Combinations (Resisting Uplift)-1.000 -1.000 D Only 1.205 1.205 +D+Lr 1.545 1.545 +D+0.750Lr 1.460 1.460 +D+0.60W 1.805 1.805 +D-0.60W 0.605 0.605 +D+0.750Lr+0.450W 1.910 1.910 +D+0.750Lr-0.450W 1.010 1.010 +D+0.450W 1.655 1.655 +D-0.450W 0.755 0.755 +0.60D+0.60W 1.323 1.323 +0.60D-0.60W 0.123 0.123 +0.60D 0.723 0.723 Lr Only 0.340 0.340 W Only 1.000 1.000 -W -1.000 -1.000 Wood Beam LIC# : KW-06017366, Build:20.25.08.20 B&J HBK, INC.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:RB-1 - GLB Project File: Post Footings.ec6 Project Title: Engineer: Project ID: Project Descr: Referenced Design Standard(s) : NDS 2018 Load Combination Set : IBC 2018 Code References Governing Code : IBC 2018, CBC 2019 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F-V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 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 :IBC 2018 5.125x13.5 Span = 34.0 ft 1 2 D(0.2) W(0.4)D(0.2) W(0.4)D(0.2) W(0.4)D(0.2) W(0.4)D(0.2) W(0.4) D(0.02) Lr(0.02) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.020, Lr = 0.020 , Tributary Width = 1.0 ft Point Load : D = 0.20, W = 0.40 k @ 3.0 ft, (P1) Point Load : D = 0.20, W = 0.40 k @ 10.0 ft, (P2) Point Load : D = 0.20, W = 0.40 k @ 17.0 ft, (P3) Point Load : D = 0.20, W = 0.40 k @ 24.0 ft, (P4) Point Load : D = 0.20, W = 0.40 k @ 31.0 ft, (P5) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.355 : 1 Load Combination D Only D Only Span # where maximum occurs Span # 1 Location of maximum on span 17.000 ft 22.89 psi= = 2,034.29 psi 5.125x13.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination = = = 238.50 psi== Section used for this span 5.125x13.5 Maximum Shear Stress Ratio 0.096 : 1 0.000 ft= = 721.27 psi Maximum Deflection 732 >=360 242 Ratio =0 >=180 Max Downward Transient Deflection 0.557 in 732 Ratio =>=360 Max Upward Transient Deflection -0.557 in Ratio = Max Downward Total Deflection 1.682 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : +0.60W Span: 1 : -0.60W Span: 1 : +D+0.750Lr+0.450W n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 34.0 ft 1 0.355 0.096 0.90 0.942 1.001.00 1.00 9.36 721.3 2,034.3 1.06 238.51.00 22.91.00 1.00+D+Lr 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.334 0.090 1.25 0.942 1.001.00 1.00 12.25 944.1 2,825.4 1.37 331.31.00 29.81.00 Wood Beam LIC# : KW-06017366, Build:20.25.08.20 B&J HBK, INC.(c) ENERCALC, LLC 1982-2025 DESCRIPTION:RB-1 - GLB Project File: Post Footings.ec6 Project Title: Engineer: Project ID: Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+D+0.750Lr 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.314 0.085 1.25 0.942 1.001.00 1.00 11.52 888.4 2,825.4 1.29 331.31.00 28.11.00 1.00+D+0.60W 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.309 0.085 1.60 0.942 1.001.00 1.00 14.52 1,119.0 3,616.5 1.66 424.01.00 35.91.00 1.00+D-0.60W 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.090 0.023 1.60 0.942 1.001.00 1.00 4.20 324.0 3,616.5 0.46 424.01.00 9.91.00 1.00+D+0.750Lr+0.450W 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.328 0.089 1.60 0.942 1.001.00 1.00 15.39 1,186.7 3,616.5 1.74 424.01.00 37.81.00 1.00+D+0.750Lr-0.450W 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.163 0.043 1.60 0.942 1.001.00 1.00 7.65 590.0 3,616.5 0.84 424.01.00 18.31.00 1.00+D+0.450W 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.282 0.077 1.60 0.942 1.001.00 1.00 13.23 1,019.6 3,616.5 1.51 424.01.00 32.61.00 1.00+D-0.450W 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.117 0.031 1.60 0.942 1.001.00 1.00 5.49 423.0 3,616.5 0.61 424.01.00 13.11.00 1.00+0.60D+0.60W 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.230 0.063 1.60 0.942 1.001.00 1.00 10.77 830.5 3,616.5 1.23 424.01.00 26.71.00 1.00+0.60D-0.60W 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.012 0.006 1.60 0.942 1.001.00 1.00 0.54 41.6 3,616.5 0.11 424.01.00 2.41.00 1.00+0.60D 0.942 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 34.0 ft 1 0.120 0.032 1.60 0.942 1.001.00 1.00 5.61 432.8 3,616.5 0.63 424.01.00 13.71.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+0.750Lr+0.450W1 1.6816 17.124 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 1.800 1.800 Max Upward from Load Combinations 1.800 1.800 Max Upward from Load Cases 1.095 1.095 Max Downward from all Load Conditions (Resisting Uplift)-1.000 -1.000 Max Downward from Load Combinations (Resisting Uplift)-1.000 -1.000 D Only 1.095 1.095 +D+Lr 1.435 1.435 +D+0.750Lr 1.350 1.350 +D+0.60W 1.695 1.695 +D-0.60W 0.495 0.495 +D+0.750Lr+0.450W 1.800 1.800 +D+0.750Lr-0.450W 0.900 0.900 +D+0.450W 1.545 1.545 +D-0.450W 0.645 0.645 +0.60D+0.60W 1.257 1.257 +0.60D-0.60W 0.057 0.057 +0.60D 0.657 0.657 Lr Only 0.340 0.340 W Only 1.000 1.000 -W -1.000 -1.000 PROJECT PROJECT NO. ITEM EST.1945 flocs} 3—l1)A z I '-z'-(3) _ 1:5' i6* Fo_ 4,54* \> s,7 ,w CITY OF SANTA ANA Planning and Building Agency Si4EET Nf' 'A -Approved FOR PERMIT ISSUANCE ENGINEER Master ID: k BRANDOW&JOHNSTON STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH