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BLD REVIEWED Birkby Plan Set Framing Inspection Comments-signed[][]NANCY H. DEVI N E, P.E. []Lj S T R U C T U R A L E N G I N E E R 17165 NE 5TH ST, BELLEVUE, WA 98008 206-755-2950 NHDEVINEPE@GMAIL.COM Responses to Framing Inspection for Birkby Residence Addition 839 Cary Road Edmonds, Washington Prepared for: DANIEL G. WELLER Building Designer 17713 15th Avenue NE Shoreline, Washington 98155 (206) 851-1182 Prepared by: NANCY H. DEVINE, P.E. Licensed Structural Engineer 17165 NE 5th Street Bellevue, Washington 98008-4105 nhdevinepe@gmail.com (206) 755-2950 Digitally signed by Nancy H. Devine Date: 2021.02.26 14:26:47-08'00' 20002.05 February 26, 2021 [T]NANCY H. DEVINE, P.E. STRUCTURAL ENGINEER 17165 NE 5TH STREET, BELLEVUE, WA 98008 206-755-950 NHDEVINEPE@GMAIL.COM Job Name: oja rp, I n5Fct*fbr, ✓;e / By: 'l-J ftD_ Job Number: ;LooO2. aS Date: 2--7%,, Zo24 Sheet: / 6 00 y%' f b�; to a law amble. o�s�rhoa� �- I &r `�� vAC's . z Ijr_lM2: rav+r- dew brt nrnq '5=4 e/ m c-"O;,e_�9 Tv -",Al 9� �t + -.( OA. rm4m4 V- 3 r-Hnwe*' be A ronrh on nAtw v+' e a�,c, P w 4 epz�ke wv h 5 6h f a FORTE'M3 MEMBER REPORT Roof, Front Door 1 piece(s) 6 x 10 Hem -Fir No. 2 PASSED Overall Length: 7' 6" 7' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. i 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2656 @ 1 1/2" 6683 (3.00") Passed (40%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1918 @ 1' 1/2" 5608 Passed (34%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4653 @ 3' 9" 5352 Passed (87%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.061 @ 3' 9" 0.242 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.102 @ 3' 9" 0.363 Passed (L/854) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Trimmer - SPF 3.00" 3.00" 1.50" 1058 1279 1598 3935 None 2 - Trimmer - SPF 3.00" 3.00" 1 1.50" 1058 1279 1598 3935 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 76" o/c Bottom Edge (Lu) 76" o/c -Maximum allowable bracing intervals based on applied load. Dead Roof Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (non -snow: 1.25) (1.15) Comments 0 - Self Weight (PLF) 0 to 7' 6" N/A 13.2 Linked from: Truss 1 - Uniform (PLF) 0 to 7' 6" N/A 269.0 341.0 426.0 loading front door, Support 1 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Nancy H. Devine, P.E., S.E. Nancy H. Devine, P.E. (206) 755-2950 nhdevinepe@gmail.com 2/26/2021 9:45:47 PM UTC ForteWEB 0. 1, Engine: V8.1.6.2, Data: V8.0.1.0 Weyerhaeuser File Name: 20002 Birkby v3 Page 1 / 1 a" O R T CM MEMBER REPORT PASSED Roof, Master Bedroom 1 piece(s) 5 1/8" x 7 1/2" 24F-V4 DF Glulam Overall Length: 10' 6' F� I L 10' L 1I ❑2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1204 @ 1 1/2" 9994 (3.00") Passed (12%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1003 @ 10 1/2" 7809 Passed (13%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 3012 @ 5' 3" 11051 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.105 @ 5' 3" 0.342 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1 0.176 @ 5' 3" 0.512 Passed (L/700) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 3". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Trimmer - SPF 3.00" 3.00" 1.50" 482 578 722 1782 None 2 - Trimmer - SPF 3.00" 3.00" 1.50" 482 578 722 1782 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 6" o/c Bottom Edge (Lu) 10' 6" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 10' 6" N/A 9.3 1 - Uniform (PSF) 0 to 10' 6" 5' 6" 15.0 20.0 25.0 Default Load Member Notes New 10' opening at East Wall System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Nancy H. Devine, P.E., S.E. Nancy H. Devine, P.E. (206) 755-2950 nhdevinepe@gmail.com 10/23/2020 8:28:32 PM UTC ForteWEB 0.0, Engine: V8.1.4.2, Data: V8.0.0.0 Weyerhaeuser File Name: 20002 Birkby v2 Page 1 / 1 a" O R T CM MEMBER REPORT FAILED Roof, Northwest Bedroom - West window 1 piece(s) 5 1/8" x 7 1/2" 24F-V4 DF Glulam Overall Length: 10' 10' F� 10' d" Ivl All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ❑2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3604 @ 10' 8 1/2" 9994 (3.00") Passed (36%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3421 @ 9' 11 1/2" 7809 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 9778 @ 6' 2 7/16" 11051 Passed (88%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.371 @ 5' 6 9/16" 0.353 Failed (L/342) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1 0.609 @ 5' 6 9/16" 1 0.529 1 Failed (L/208) 1 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 7". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Trimmer - SPF 3.00" 3.00" 1.50" 1276 1600 2007 4883 None 2 - Trimmer - SPF 3.00" 3.00" 1.50" 1422 1729 2182 5333 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 10" o/c Bottom Edge (Lu) 10' 10" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 10' 10" N/A 9.3 1 - Uniform (PSF) 0 to 8' 13' 15.0 20.0 25.0 Default Load 2 - Uniform (PSF) 8' to 10' 10" 5' 15.0 20.0 25.0 hip package 3 - Point (lb) 8' N/A 825 966 1235 Linked from: North GT Reaction only, Support 2 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Nancy H. Devine, P.E., S.E. Nancy H. Devine, P.E. (206) 755-2950 nhdevinepe@gmail.com 2/26/2021 10:03:37 PM UTC ForteWEB 0. 1, Engine: V8.1.6.2, Data: V8.0.1.0 Weyerhaeuser File Name: 20002 Birkby v3 Page 1 / 1 EXISTING BUILDING PAPER ON 7/16" APA RATED SHEATHI ON 2x6 STUDS AT 16" O.G. 1" AIR SPACE ADDED BRICK VENEER WITH 22 GA. x P ANCHOR TIES AT 24" O.C. VERT., 12" O.G. HORIZ. 3/5" WEEP AT 32: O.G. CON. MTL FLASHING FINISHED GRADE ADDED BRICK VENEER SCALE = 1"=1'-0" V (2) 2x TOP PLATE WINDOW HEADER (IF APPLICABLE) - (SEE FRAMING PLAN FOR SIZE) NAIL SHEATHING TO HEADER AT 6" O.G. BOTH WAYS (OR PER SHEAR WALL TABLE) (2) 2x STUDS, NAIL SHEATHING - TO EACH STUD 5d NAILS AT 6" O.C. (OR PER - SHEAR WALL TABLE), AT ALL PLATES, HEADERS, AND STUDS SHEATHING (PER WALL SECTION; STHD14RJ TIE ANCHOR (NAIL TO BOARD FORM. BEND UP AFTER CONCRETE CURES.) USE (35) 16d SINKERS EACH (MINIMUM 1 1/2" EDGE DISTANCE) 2x P.T. PLATE, NAIL SHEATHING TO RIM JOIST AND BOTTOM PLATE ANCHOR BOLTS PER SHEAR WALL TABLE OR WALL SECTION WITH MINIMUM -1" EMBEDMENT (USE 3"x3"x.1/4" PLATE WASHERS) FLOOR JOISTS (REFER TO PLANJC FOR JOIST SIZE AND DIRECTION) 2 LATERAL SHEAR WALL DETAIL NO SC FLOOR JOISTS (PARALLEL OR PERPENDICULAR, SEE - FRAMING PLANS) 16d PLATE TO PLATE RIM JOIST TYPICAL NAIL SIMPSON LTP5 (OR A35'S ABOVE) 16d PLATE TO PLATE FOR SHEAR WALL COMPONENTS SEE FRAMING PLANS -F- U 4 SIMPSON A35 (OR LTP5'5 BELOW) SHEAR WALL NAILING SCALE = V=1'-0" 3 FIELD NAILING PER SHEAR WALL SCHEDULE 2x6 STUD PANEL EDGE NAILING PER SHEAR WALL SCHEDULE LAP SHEATHING CONTINUOUS ACROSS END STUD OF PERPINDICULAR STUD PANEL EDGE NAILING PER SHEAR WALL SCHEDULE FIELD NAILING PER SHEAR WALL SCHEDULE L -1 F,Et-10VE EX15TINC:r BECK r7-1 � LJ -15"x15"x12" CONCRETE PAD WITH (2) NOA BARS, EACH WAY (USE LPCZ4, P5844) L r - -1 NEW 4xI0 NF N72— DRILL, PIN, AND EPDXY (3) NOA BARS INTO EXISTING FOUNDATION 6" CONCRETE WALL ON - 12"x6" CONCRETE FOOTING TS WITH �4 ZINC (TYP) 7/17/2020 Structural Design Only 0 1111111111111■L ■ II IIIII IIII ■■IIII IIII IIII CC Q w W w J o w z 0 D 0w z Q N N 00 .jzQ0 0 w � Lo °° Z _ N co z 0 m Cz LLI 0 N Z 0 0 00 0) z ® 0 0 w Z_ Z w ♦A Q 00Q Fn f w >- ♦♦) fr CC a Z �v0 0 CM 0 Im 00w FOUNDATION PLAN PROJECT NO. DESIGN : DGW DRAWN : DGW ISSUE DATE :05/03/20 LATEST REV. : 07/14/20 EXTERIOR WALL SHEATHING PER SHEAR WALL SCHEDULE SHEARWALL CORNER SCALE: P = 1'-0" SCALE: 1/4" =1'-m" PROPOSED ADDITION A6 2x HF NAILER PER PLAN - f21/4" STIFFENER 3/lro" WELD 3 SIDES. STIFFENER MAY BE REPLACED WITH BEAM CONNECTION PLATE f21/4" 3/1ro" MIN FILLET WELD ALL AROUND (3) 3/4" DIA. A325N BOLTS SSLT HOLES STEEL BEAM STEEL BEAM (COPED AS SHOWN) STL. BEAM TO STL. BEAM FLOOR SHEATHING 2x (RIPPED TO FIT) WITH 5/8" DIAM. BOLTS AT Iro" O.G. (STAGER EACH SIDE) 2x's 2x's RIPPED RIPPED TO FIT TO FIT 5/8" DIAM. h' BOLTS AT 24° O.C. STEEL I I (STAGGERED 1" OFF CENTER) TJI FLOOR JOISTS AT Iro" O.C. NOTE: IF FLOOR JOISTS ARE PARALLEL TO BEAM, PROVIDE BLOCKING AT 48" O.C. FOR (3) JOIST SPACES. HANG BLOCKING FROM JOISTS. STEEL BEAM (FLUSH) 2 SCALE: 1/2" = 1'-0" Framing Notes. 1.) ALL NEW ROOF FRAMING TO BE PRE-ENGINEERED ROOF TRUSSES AT 24" O.G., UNLESS OTHERWISE NOTED. 2.) ALL EXTERIOR OPENINGS SHALL HAVE 4x8 HF NO.2 HEADERS, UNLESS OTHERWISE NOTED. 3.) ALL FLOOR JOISTS TO BE 2x10 HF NO2 AT Iro" O.C., UNLESS OTHERWISE NOTED. 4.) ALL SHADED AREAS SHALL BE 2x4 HF NO.2 BACKFRAMING AT 24" O.G. ROOF DIAPHRAGM: FLOOR DIAPHRAGM: 15/32" EXPOSURE 1 APA RATED SHEATHING, 3/4" EXPOSURE 1 APA RATED UNBLOCKED, WITH Sd NAILS AT ro" O.G. AT SHEATHING, UNBLOCKED, WITH SUPPORTED PANEL EDGES AND 8d NAILS 10d NAILS AT ro" O.G. AT SUP - AT 12" O.G. AT FIELD. PORTED PANEL EDGES AND 10d NAILS AT 10" O.G. AT FIELD. REQUIRED NOTES EXISTING 6x10 DF L EXISTING HIP JACKS nil w Ll zll X W L IRDER TRUSS dower Roof/� Floor Framing W d) n 6 z W CL z N X W 1.) INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY. 2.) WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2x FRAMING SHALL BE STAGGERED SO THAT JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. 3.) BLOCKING IS REQUIRED AT ALL PANEL EDGES. 4.) PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS. 5.) SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS. EDGE NAILING ALSO REQUIRED TO EACH STUD USED IN BUILT-UP HOLDOWN POSTS. ro.) INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING AT 12" O.C_ 1.) BASED ON 0.131A 1/2" LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131x2 1/2" LONG NAILS WHERE INSTALLED OVER SHEATHING. 8.) FRAMING CLIPS: A35 OR LTP5 OR APPROVED EQUIVALENT. 9.) WHERE PLATE ATTACHMENT SPECIFIES (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. 10.) ANCHOR BOLTS SHALL BE PROVIDED WITH STEEL PLATE WASHERS .229"x3"x3". EMBED ANCHOR BOLTS -1" MINIMUM INTO THE CONCRETE. 11.) PRESSURE TREATED MATERIAL CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED ZINC -COATED GALVANIZED (ELECTRO-PLATING IS NOT ACCEPTABLE) OR STAINLESS STEEL NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. 12.) -1/1ro" APA RATED SHEATHING (OSB) MAY BE USED IN PLACE OF 15/32" SHEATHING PROVIDED THAT ALL STUDS ARE SPACED AT Iro" O.C.. 13.) WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G), CONTACT THE ENGINEER OF RECORD FOR ALTERNATE NAILING REQUIREMENTS. 14.) AT ADJOINING PANEL EDGES, (2) 2x STUDS NAILED TOGETHER MAY BE USED IN PLACE OF A SINGLE 3x STUD. DOUBLE 2x STUDS MAY BE CONNECTED TOGETHER BY NAILING THE STUDS TOGETHER WITH 3" LONG NAILS OF THE SAME SPACING AND DIAMETER AS THE PLATE NAILING. 15.) CONTACT THE ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST -IN -PLACE ANCHOR BOLTS. (SPECIAL INSPECTION MAY BE REQUIRED). Shear Wall Table LABEL APA RATED SHEATHING NAIL SIZE AND SPACING STUD AND BLOCKING SIZE RIM JOIST OR BLOCK 2x BOTTOM PLATE SILL PLATE PLF (1), (2), (4), (12), (13) AT EDGES (4),(5) AT ADJOINING EDGES (3), CONNECTION TO TOP ATTACHMENT ATTACHMENT CAPACITY (ro), (14) PLATE (1), (8) NAILING TO WOOD ANCHOR BOLT TO SILL PLATE SIZE BELOW (9) CONCRETE BELOW (10), (15) AT FOUNDATION (11) w6 15/32" ONE SIDE 0.131x2 1/2" AT roll O.C. 2x CLIP AT 22" O.G. 0.148x3 1/4" AT 8" O.C. 5/8" AT 48" O.C. 2x 242 RIDGE roxro HF NO.1 �� II W mZ W wA �U z LU ,Q04 wr-A 4 C1Ww �=0 Xn W 4xro HF NO.1 (3) 2xro (3) 2xro 5 1/4"x9 1/4" 2.0E PSL Q (VERIFY R.O. WITH MFG,R.) x 'y`V U �O LU NEW BEARING F2 N 0 U N O w 4 (2) 1 3/4"x9 1/4" 2.0E LVL xro HF NO.1 2 WIDE FLANGe Tz tEL BEAM ,-- - - - - -- . FRAME TOP, INCL. NAILER, ETAIL I/A7) I d� EXIST. 2x10 JST. 1 1 AT Iro" O.G. 1 x z �I I w-ir REMOVE I � I ?N I I ��� H �XI075E4M'L J� 1 \1O? I I ul I I p G) I I W 1 1 �� 0 I ��W n �U_d) J XI �I I ICI I I M ALL I I I I I I I I roxro HF N .1 o II II 2x10 HF NO.2 (FLUSH FgM) CFL SH FRAME) \ / O2 BY THERS D1,MEN (1( IM NS N4_ W 6 A\ BEARING WALL - - - - - - - - - - EXIST. 2x10 JST. AT 12" O.G. BEARING WALL O cn EXISTING [�; 4 rox14 DF NO.1 BEAM U O 0 4 N N O N N X W EXI67IN6 r, EXISTING EXISTING (ox12 DF NO.1 rox12 DF NO.1 0 rox12 DF NO.1 O 4 N N O x N N EXISTING: EXISTING [ j EXISTING 4x12 DF NO.2 4x12 DF N0.2 4x12 DF NO.2 �If W 6 HEALER 2 4 E1ADERN0.2EAO HF NO W 6 o cown aD I I 10 STHD14 WITH (30),(38) 0.148x3 1/4" NAILS TO (2) 2x STUDS 7/17/2020 Structural Design Only ■IIIIIIIIIII LELLELL ■ IIIIIIIIIII ■■ IIIIIIIIIIII �Q W W� J _D W LJ Cn 0 Lij ■ i R v Z W > �zQ0� Q N N ro 00 W - � M 0 w < Lo °° Z _ N co Z 0 8 m CO I 0 N Z 0 0 00 0) z ® 0 w Z Z W ♦A Q CJ 00Q Fn Q CC fn �00 V! m � M 0 W W LOWER ROOF/ UPPER FLOOR FRAMING PLAN PROJECT NO. DESIGN DGW DRAWN : DGW ISSUE DATE :05/03/20 LATEST REV. : 07/14/20 A7 PURR OR NOTCH STUDS TO RECEIVE LINING NAILING TO BE A MINIMUM OF P ABOVE FINISHED DAM OR THRESHOLD TILE FLOORING OVER APPROVED LINING OVER SOLIDLY FORMED SUB -BASE with A MIN. 2% SLOPE (1/4" PER 12") \ APPROVED FLANGED DRAIN �I \ SHOWER PAN DETAIL SCALE: P = 1'-0" 1/4" PLATE STIFFENER, EACH SIDE, CENTER ON POST BELOW 3/l�0 P. STEEL TY BEAM 3/l�0 i£ 2 "x&"xI/4' &x& COL. 3/4" RND. A30-1 BOLT STEEL BEAM TO POST 2SCALE: 1/2" = 1'-0" 2x5 CAP RAIL Ix2 STOPS TEMPERED GLASS IN VINYL FRAME 6x6 POST 2x6 BOTTOM RAIL 2x4 SPACED CEDAR DECKING 2x RIM JOIST 2x CEDAR BAND 2x DECK JOISTS AT 16" O.C.- BEAM (PER PLAN) 1/2" RND. BOLTS WITH 2" RND WASHERS UNDER BOLT HEAD AND NUT DECK RAILING DETAIL SCALE: 3/4' = 1'-0" TYPICAL WALL ASSEMBL 2x SOLE PLATE 5/4x& CEDAR DECKING 1/2" THROUGH BOLTS AT 16" O.C. (GALV.) (2) ROWS OF 16d AT 4"O.C. PRESSURE TREATED JOISTS PER PLAN W/ SIMPSON HANGERS 2x LEDGER (PRESSURE TREATED) P.T. 2x MUD SILL PLATE CONCRETE JOIST SCALE: 1/4" =1' -m" 7/17/2020 Structural Design Only 0 1111111111111■L ■ II IIIII IIII ■■IIII IIII IIII Im z Q W Lz w .jz5 JoCn W z Lz Cn 0Lij ■ R v Z LLJ > > �zQ0 Q N N r� 00 - °° Z ow<� _ W ID LLI y � 0 N Z 0 0 00 0) z ® 0 0 W Z_ Z WQCl) 00Q Fn cr W >- ♦♦) cr cc a Z �v0 0) ir CM Im 00 W UPPER ROOF FRAMING PLAN PROJECT NO. DESIGN : DGW DRAWN : DGW ISSUE DATE :05/03/20 LATEST REV. : LEDGER DETAIL -4SCALE: 1"=1'-O"