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Home My WebLink About140 S OLYMPIC AVE_BLD2733_2026 E shl-J 3ini J jJORY OrM.Cjs II04-IJA OLLY-M.1101FIC AVENUE R—LINGIeTION, W 8HRINGOeTION ARCHITECTURAL SYMBOLS PARTIAL ABBREVIATION LIST STANDARD MOUNTING HEIGHTS & NOTES DRAWING INDEX BUILDING CODE & PROJECT INFORMATION AB ANCHOR BOLT HOR HORIZONTAL GENERAL AD AREA DRAIN HB. HOSE BIB A.F.F. ABOVE FINISHED FLOOR BACK WALL A�.O COVER SHEET BUILDING SECTION SYMBOL ALUM. ALUMINUM IGL. INSULATED GLASS C BUILDING FOOTPRINT: 8,699 S.F. ACT ACOUSTICAL CEILING TIE INSUL. INSULATION & 15" B. CONTROL BACK ARCHITECTURAL SECOND FLOOR: 8,123 S.F. LOC. LOCATION a ;MAX MAX WALL Jr,"MAX. WALL 2l"MAX. A1.0 FIRST FLOOR PLAN THIRD FLOOR: 8,123 S.F. BA BRONZE ANODIZED a a _ _ BM BEAM MAT. MATERIAL " / 1 =GAZEBOPLAN PLAN WALL SECTION SYMBOL C CARPET MB MACHINE BOLT -/ / jBUILDING AREA: 24,945 S.F. CLO CLOSET MTL METAL 36" L A2.1 CONTROL A . LAN BUILDING HEIGHT: 40'-2"- 3 STORIES CMU CONCRETE MASONRY UNITS NS NEAR SIDE WALL m A4.0 SECOND & THIRD FLOOR ENLARGED PLAN FIRE SPRINKLER: 1ST FLOOR= NFPA 13 CO NC. CONCRETE oc ON CENTER A4.1 SECOND & THIRD FLOOR ENLARGED PLAN CONN. CONNECTION 2ND&3RD FLOOR =NFPA 13R CONT. CONTINUOUS P PAINT 45"MN. A4.2 SECOND & THIRD FLOOR ELECTRICAL PLAN CF) N NORTH ARROW CL CENTER LINE P.LAM. PLASTIC LAMINATE IAI A4.3 SECOND & THIRD FLOOR ELECTRICAL PLAN FIRE ALARM: YES cL'G CEILING PL. PLATE A4.4 ADA TYPE A UNIT PLAN OCCUPANCY: B/S— /R-2 PS PANIC SWITCH TRANSFER-TYPE CONTROL IN LOCATION OF A4.5 ADA TYPE B UNIT PLAN DBL. DOUBLE PT PRESSURE TREATED SHOWER COMPARTMENT TRANSFER-TYPE SHOWER SHOWER SPRAY UNIT A5.0 ROOF PLAN TYPE OF CONSTRUCTION: V-A 1 OF DRINKING FOUNTAIN PWD PLYWOOD CODE: 2015 IBC DeA DET. DETAIL S STAIN 39"-41" III/4" 10" A6.0 ELEVATIONS e INTERIOR ELEVATION SYMBOL SS STAINLESS STEEL 54"MRy INCHES ,�,xM,y, _ ATO DETAILS OCCUPANT LOAD: FIRST FLOOR - TBD C EA. EACH E EV. EEVATION S/S SERVICE SINK PARTITION 12"hIAX 42"MM. 136 N WALL&PACE 24"MIN. � � A7.1 BUILDING SECTION & DETAILS sc SOLID CORE A7.2 BUILDING SECTION & DETAILS SECOND FLOOR - 61 PERSONS e E.W. EACH WAY SHT. SHEET - PERMITS � C S C THIRD FLOOR- 35 PERSONS EXT'R EXTERIOR SF SQUARE FOOT 6"MIN. A7.3 DETAILS 12 DETAIL SYMBOL ea iRANf�FER TIONS & SCHEDULES FF FACTORY FINISH T TEMPERED GLASS SECTICN60S,4-"% .a SIDE = A9.0 EXITING PLANS F.O.F FACE OF FOUNDATION m Y QI WINDOW NUMBER F.O.S. FACE OF STUD TTY&P TONGUE CAL AND GROOVE 4] g „�', $ A10.0 PLUMBING RISER F.H. FIRE HYDRANT TIGL TEMPERED INSULATED GLASS 1. THREE STORY 24,945 S.F. BUILDING w/8,699 S.F. FOOTPRINT FS FAR SIDE 102 DOOR NUMBER FD FLOOR DRAIN U.N.O. UNLESS NOTED OTHERWISE ELEVATION 2. USE: B/R-2 APARTMENTS/S-2 PARKING TOILET COMPARTMENT SIDE WALL GRAB BAR REAR WALL GRAB BAR BELOW GRAS BAR OFFICE GA. GAUGE VERT. VERTICAL 3. TYPE OF CONSTRUCTION: VB 2m2 ROOM NAME&NUMBER GLB GLUE LAM BEAM TOE CLEARANCE FOR WATER CLOSET FOR WATER CLOSET DISPENSER LOCATION PA33-THRU 0 GWB GYPSUM WALL BOARD Wq WOOD OCCUPANCY S-2 PARKING- ALLOWABLE 54,000 o HT HEIGHT WWF WELDED WIRE FABRIC 3,806/54,000 = 14.19% HM HOLLOW METAL 12"MIN. 12"MR 12"MIN. OCCUPANCY B- ALLOWABLE= 36,000 II"MIN. ❑❑ OCCUPANCY — ALLOWABLE= 12.000 �- VICINITY MAP �. 12,000 >8123 123—OK 9 8123/12000 = 0.68 SUM OF RATIOS= 1.622 <4—OK E edmax se --E tid�''6 4. FIRE ALARM PER 907.2.9 TREADS AND RISERS 5. FIRE WALLS DUE TO PROXIMITY TO PROPERTY LINE: SOUTH STAIR WALL ONLY °jfe R° °t"`na mNs3° s FOR ACCESSIBLE STAIRWAYS TOP AND BOTTOM TOP HANDRAIL a sm 3� `� HANDRAIL EXTENSIONS AT RAMPS EXTENSIONS AT STAIRS Reviewed for Building Code Compliance 6. FIRE RATINGS: WALLS SEPARATING UNITS TO BE FIRE PARTITIONS a 0v .. 7. STAIRWAY ENCLOSURE PER 1022.2 I `G� 8. ALLOWABLE TRAVEL DISTANCE TO EXIT= 250' d E 3,d St M ," "t E "u-s< 3 Irz"MAX 5"MAx 15"MIN. Building Ian Review w/SPRINKLER SYSTEM r--� - BySAFEBuilt SITE E,nS, I � r-- N dr m ® I © � DEFERRED SUBMITTALS I I L-—— FIRE SPRINKLER SYSTEM FIRE ALARM SYSTEM So ry o W PARALLEL APPROACH BH FORWARD APPROACH ELECTRICAL Q O 2ntn b,SC� E XigMand Or LLE Highland dr N Win.xE rven DRINKING FOUNTAIN SPOUT LOCATION PLUMBING-WATER DIAGRAMS NOTE: UNDERSIGNED HAS PROVIDED BUILDING ENCLOSURE DOCUMENTS i� THAT IN MY PROFESSIONAL JUDGMENT ARE APPROPRIATE TO SATISFY THE REQUIREMENTS OF RCW 64.55.005 THROUGH 64.55.090 w ma„a�st CIVIL STRUCTURAL ARCHITECT OWNER E w CASCADE SURVEYING & F"0 BRADLEY ENGINEERING, INC. e�P°' "FeR/"46 ENGINEERING [ GLENN C WELLS, A.I.A. qA GRANDVIEW NORTH LLC P.O. BOX 326 �� 811 YEW ST324 WEST BAY DRIVE SUITE 102 P.O. BOX 159 a OLYMPIA, WA 98502 C. ARLINGTON, WA 98223 ARLINGTON, WASHINGTON 98223 BELLINGHAM, WA 98229 (360) 435-5551 (360) 752-5795 TEL (360) 352-4553 MECHANICAL ELECTRICAL LANDSCAPE GENERAL CONTRACTOR CASCADE SURVEYING & A&D MECHANICAL CLARK'S ELECTRIC, INC. ENGINEERING, INC. GRANDVIEW NORTH LLC 9726 WATERWORKS RD. P.O. BOX 416 P.O. BOX 326 P.O. BOX 159 MARYSCILLE, WASHINGTON 98271 SILVANA, WASHINGTON 98287 ARLINGTON, WASHINGTON 98223 ARLINGTON, WA 98223 Received E (360) 435-5551 sEP Ia zols r I�f Z 21'-5 IR" 9'•T IR" 514" 12'-10" 6" 1'•9 3/4" -9 3/4" 10" 1'-1" 4'-0 IR" 2'-0" 2'.0" �'-0" 3'-6" •b" b'-II 1/2" 3'-4" II'-10" 6'-0" 8'-4" b'-0" I2,-2" -4" "16" T-0" -0" 10-3 1/2" A g A7.7 A7.3 © © A7.3 3 — 1 n. 1 O ® C C - n I ®IT CLR" a I uF I - "' r 1 24R I I T i STOR T I 1 nA7.3t - - - - - - - - - -- �J r ° ® FUTURE TENANT PARKING ° 4T11 S.F. Z o 306 SF. 9 - FLLIMBMG RISER I SHELL PERMIT c o o I I g 0 VERIFY COLUMN 7r LOCATIONS w/STRUCTURAL PLUMBING RISER M a 2n 2-HOUR FIRE BARRIER � I � 24'_0"15 90 I - gs 5 l O C I C I iA ©I ---- T t m N 9" I' 16" Ib" -2'T•6" 4'-II" 9'-I" 16'-0" 9'•I" 1'-I" 6'-0" 10'-3" 3'-4" 4'-10 IA" 4'-0" 4'-0" 4'-6IR" 4'-0" 4'-&' 4'-0"�5'41/2' 4'-0" P 62'•6" m 158'-I" d N O WALL LEGEND N FIRST FLOOR PLAN NONRATED WALL SCALE: 1/8"=V-0" GROSS S.F. = 8,699 S.F. -- 1-HP.WALL w 2-HR WALL N O W s� b (7 GLENN C WELLS , A. I .A. 3609 RERSEC date: 03-27-19 Pit issue: 08-13-19 title: sheet no. drawn: R.C.T. FIRST FLOOR PLAN ILL 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502 GLENN C.WELLS EMORY LOFTS 2 A 1.0 ATE OF WASHINGTON checked: G.C.W. ARCHITECT (360) 352-4553 104 OLYMPIC AVE ARLINGTON, WASHINGTON E tg 5/8"G.W$.TYPE X SIDING OVER BLDG.PAPER FLASHING UNDER THRESHOLD 3 POTTED PLANTS G CEDAR SAW, 0 16"O.G. 1 OVER TPO ROOFIN RUBBER PEDESTRIAN TILE A2.0 W/R-21 BATT INSUL \ It?BEVELED EDGE w/DRAINAGE CHANNELS - OVER TPO ROOFING 1/2"FLAME-BLOCK RUBBER PEDESTRIAN TILE : 1/4"/FOOT w/DRAINAGE OHAMELS TOP OF BEAM SLOPE2ND FF.d4'-0" 3NUPWALL 2NDFF.d4'10 --------- - 1P0 ROOFING � y� R-38 RIGID MSUL. v5L ESTGPE I } AN LE - -------- T�_.i _, PRE-FOPoMED E CHANN ELS DRAINAGE FOAM - RIGID MSUL. 1/4"/FOOT 21,11)FF.44'-0' BEAM R-38 R*ID INSUL. T SLOPEr -- ---- - TOP OF JOIST _ .13'-13/4" 4 R-38 RIGID INSULATION CONT.TPO ROOF ROOF DETAIL vi OROOF DETAIL O SCALE: 1 1/2"=r-0" SCALE: 6"=1'-0" OROOF DETAIL 146'-93/4" SCALE: 6"=1'-O" 12'-4 3/4" 25'-6" 3O'•0" 28'-0" Ib'-8" 35,5° 4'•10" 2'-10" S'-b 3/4" 4'-0' b'•0" 1'-6" 4'.0" 4'_0° T'-0. b'-0" T'-0" 4'-0' 6'-0" 11'-10" 4'.0" 2'-2 5'-2" b'-0" 5'-b" 4'-0" 6'-0" 8'-S" 4'-0" 6'-8" 6'-0" 4'-0" O ROOF DETAIL B 1 SCALE: 3"=1�-O" A,7.3 A .. .,. ..... A ...`v. ❑ ❑D � 2 1 _ r T-le" 9'-6 lb'-6 3/4" b'-10 120'-3" 19'-T IR" 6'-T" IS'•5 I/!" A7.0 h'-10 I2" b'-5" IS'-le' m PLANTER _-... a SPGDLA�SS I 1 ED/I BATH 1 STUDIO w/DEN STUDIO w/DEN BED/I BAT STUDIO w/DEN ° I BED/I BATH E❑ A7.0 231 C ,a I n229 �2�27 22p. 2 1 5,0 SF. 4 5F. 621 8F. 22 654 SF. a 1 ADA TYPE B TYPE B A A YPE B ADA TYPE B AD T E B DA TYPE B CLR 2 1 AI_Ty_ArF R 1 1 I b PERS - Q • ,.„� 8 8 8 8 .o LJ� o 8 8 '. o L 9 i 2n A2.0 2X6 WALLS m s 1/2 RIP FIRE PARTITIONS 8 s 8 1 s m PER T08 A7.0 ANTER --- J ELEy PLANTER 00 8FERSONS ?-m E :® BED/1 BATH 5TU23�EN STUDIO 228 EN L r STUDIO224 EN O' \ �( � : , BI RTH BE ATI4 rE ADA TYPE B ADA A ADA TYPE B❑ 5b5 5F. ADA TYPEI B 563 S.F. a ---J e' P• s ADA TYPE B LJJ P` ADA TYPE B Q v PLANTER IS'-6" b le" H'-3" : b'-91Q" 0'-51/2" IS'-3" _ 1 � a a D r o a a a -0" 5'-6" b'-0" 4'-0" 6'-6" 6=0" 6'-b". 4'-0' b'-0" 5'-3" 6'•8" 40'-0" IS'-0" 25'-6" IS'-0" 25'•3" 1'-5" WALL LEGEND NON-RATED WALL ------- I-HRWALL N SECOND FLOOR PLAN 2-HRWALL SCALE: 1/8"=1'-0" GROSS S.F. = 8,123 S.F. 1 i - CCU A CAD: ,0 6 ES DE A AEA 00 = 5 ERS S+.3 P RSONS= 66 PE SON TAL G LE N N C WELLS , A. I .A. date: 03-27-19 citv issue: oe-is-ia title: 3899 REOIN drawn: R.C.T. SECOND FLOOR PLAN 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 96502 GLENN C. - - EMORY LOFTS 2 ATE OF WASHINGTON checked: G.C.W. CHITECT (360) 352-4553 104 OLYMPIC AVE ARLINGTON, WASHINGTON e 12 m PLANTER ------ ---- EAST ELEVATION \ SCALE: 1/2"=1'-0" /, RAILING \\ \ I I I I r U RAFTER $ : PLANTER — --_ --- --- -- -- 1 m GAZEPO o o BEAM o I I I 77 —I— I I I o \ / I \ , a \ / PLANTER ----------------- N RAILING o Z o E o N ENLARGED SECOND FLOOR PLAN SCALE: 1/2"=1'-0" N OSECTION SCALE: 1/2"=1'-0" m 3 date: 03-27-19 cit issue: 08-13-19 title: sheet no. GLENN C WELLS , A. I .A. LQ SECOND FLOOR PLAN drawn: R.C.T.324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502 B EMORY LOFTS 2A2.1 12 ARCHITECT360 352-4553 NGTGN Checked: G•C•W. 104 OLYMPIC AVE E ARLINGTON, WASHINGTON E .01 146'-9 3/4" 9'-4 3/4" 78',b. 20,,0" 28'-01, 16,,8�� 39'.5" 4',101, T•10" 9'•6 3/4" 4'•0" b'•0" T'•6" 4'-0" 4'.0" T,0" 6'-0" 1'•0', 4'-0" b'-0" II'•10" 4',0" Z'-T 5'•2" 6'-0" 5'•6" 4'-0" 6'•0" 8'-9" '-O" b'-8" 6'•0" 4',0" B A ❑D Fri 1 . 1 ❑E ❑D ❑D � - m m -10 9 6 I -ED/16 3/4'BATN - b'•101rjADA DEN STUDIO DEN 01-31 I - 1BED/1BAT STUDIO w/DEN '0 I BED/I BATH --; 331 327 325 323 "' I 321 - 09 5F. 4 Sr. 611$F. 621 654$F. ADA TYPE B E B A 'YPE B ADA TYPE B AD TY E B DA TYPE B E:l 174 4'x4ROOF HATCH 9I uo I w/BUILT-IN LAD __ 1 - I - Aza 10 3'-6 3/4' �p 4X6 WALLS :o :c in HR FIB PARTITIONS 8 u+ m PER 108 A .0 9 8 O 0.. O 8 .. O I 2 _ I ``-an I BED/I BATH STUDIO /DEN STUDIO w/DEN STUDIO w/DEN 6; _ _ 330 328 -- 1 Brr�ATH 324 — Bepr�ATN 55rE 509 8F. 3-'�-6 508$�� 3� ADA B ADA TYPE B ADA TYPEI B o565$F. LJJ 563$F. a PI s ADA TYPE B P1 ADA TYPE B � v � ADA TYPE B 0 u` -1'T-6" 3'-b" 6'-0" 6'-3" 4'•0" 10'-3" b'-0" 4',0" b'-b" 61,01, b'•6" 4',0" b'-0" 5'-6" b'-0" 4',0" 6'•6" 6'-0" 8',b" 4',0" 6'-0" 5'-3" 6'-0" 0 6'•8" ,10,0 19,,0" 78',6, 1y,0 45,3 1.4, a 142'•10' c ri N O WALL LEGEND N THIRD FLGOSOR PLAN NON-RATED WALL ------ I-HP WALL w OCCUPANT LOAD: 35 PERSONS A 7-HR WALL N O W F c� date: 03-27-19 cit issue: os-is-is title: sheet no. GLENN C WELLS , A. I .A. 386E RECIH G drawn: R.C.T. THIRD FLOOR PLAN n 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502C.WELLS - - EMORY LOFTS 2 A3.0 OATE OFNWASHIINGTON checked: G.C.W. AS ARCHITECT (360) 352-4553 104 OLYMPIC AVE ARLINGTON, WASHINGTON E E 3 0 ❑D E❑ � FRI 77 r . �: BEDROOM 18'-6 3/4° 6'-IID IR = 2ID'-3° H'-T 1/2" _ 6'-l" C 18'-5 IR" i PANTRY _.._. STUDIO �. SPANDREL 1 I-BED/1 BATH ININ.3 w/DEN 1-5ED/I BATH GLASS 1 IDNINCs 231 BEDROOM IDw VP�1 227 664 Sr-. 5,-3" 225 u 1 VP WI 3'-�" C 4- SF. TUDIO s A.D.A. TYPE B 9 w/DEN A.D.A. TYPE B A.D.A. TYPE 1 229 VP 4'_6° 4_6" 1 O 510 SF. Dw KITCHEN (2)30x68 210xb8 PANTRY 1 A.D.A. TYPE B s1-Pass H BATH VF 1 0,Oo E0" `. Ib x 68 t' IID 8 (2)30x68 UbPoC S ,_ w KITCHE :30 ] ID S 2 lox BI-PASS SPACE 3 x6 , 1 BI-FOLD - 30 d -- -1 S cz PACE m L- C .. 12EFR Q ------- P u SPACE (2)30 x b8 81-FOLD 1 CLR CLR a 1 L ' �' REERIG t0c 1 BI-PABs RER21G 5'-IDV4 5'•01/4 I I P� r1-1 rw- � DEN a 0 x — ..� BATH �I0x 68 yp'1 1 �� G Iu 36 CLR 36"CLR C " GOURTYARD a 210x68 2lox68 C m 2 0x 68 BA tb'-41/4' BaT- YP I'-6" 5'-0. ' . 5-o _ 51_01 GLR CLR CLR CLRIID'-5 V4" 5'-ID" 14'V' _ 5'-ID" 19'-0 I/2" 5'-ID" Id'-1 Id" $ CLR go CLR CLR CUP o o g EdCE) og g DEN DEN // BATH r s c BATH BATH 110 c m BATH / \ VP210x 68 30x68 YP VP210x 68 `r 21ox 68 A V / \ r 9 ¢- 36'CLR 36"CLR 36"CLR .�, cm N (2)30x68 I i (--- Oo � -REfRIb 5'-0I/4 81-PASS Ja' -I6 1/2° CLR K o o 2 1 U e m GAZEBO 30 x 68, a N f mxbs I I ❑F :d �� ux3�0"—� 81-FOLD 5--FOLD c T SPACE EP SPADE KITCHEN b x 68° - -- STUDIO ) ------ - 6 x 68 KITCHEN Dwll VP PANTRY - 40x68.. (2)33 6 STUDIO W/DEN 228 ��' !2)3B0 xP 2 ASSx68 PANTRY 1-BED/1 BATHVP N \ / 1-BED/I BATH 50,5 SF. KITCHEN w/DEN 230 11 ® 226 a `--------J 515 A.D.A. TYPE 8 � b: 565SF. DINING A.D.A. TYPE B 3 T°VP KITGH N A.D.A. TYPE A rt NINCs N .01, 18'-6" C 6'-IID" ;-::d (SECOND 1 FLOOR ONLY) L19 NlIVG DWG'' 6'-9 I/2" G A.D.A. TYPE B� o VP 8 m 1 ID NINE 6 x 6 Dw VP PANTRY � Ib x68 Z w ❑N ` AP NTRY ❑D 0 a a a a a 0 ENLARGED SECOND FLOOR PLAN SCALE: 1/4°=1,-0. (THIRD FLOOR SIM.) 3 city issue: 08-13-19 title: sheet no. GLENN C WELLS , A. I .A. 38eI REGGIH date: 03-27-19 drawn: R.C.T. ENLARGED SECOND FLOOR PLAN 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502 - A4.0 GIENN G.WELLS (360) 352-4553 ATE OF WASHINGTON checked: G.C.W. EMORY LOFTS 2 104 OLYMPIC AVE E ARCHITECT ARLINGTON, WASHINGTON E .01 V ❑D LJ ❑D EQ : ❑D BEDROOM BEDROOM I6'-5 1R1, STUDIO = STUDIO q-g w/DEN I-BED/1 BATH w/DEN 1-BED/I BATH 227 225 223 - 221 Ip NIN's - VP 664 SF. 5'3" 621 SF. 622 BE 654 SF. A.D.A. TYPE B A.D.A. TYPE B A.D.A. TYPE B v30xbe 21mxba PANTRY A.D.A. TYPE B VP VP 1. 0 PASS L KITCHEN (2)3mx6S Im a KITG N � xb f w BI-PASS 2 z6 PANTRY DW _ _ f wow 301, "_ I6 x 68 30, SPACE _ - ` .d "wow, 5 s v o „v.ev 3'•2 SPACE ——— — — 2-0_° DWI . 'k�A�—k 5 - I/2" KID _------ D C ( '1VIP 30" 0 8 1 El 0 8 ..� �, 30x68 1 BI-PASS W �1 « 5'-0 V4 51-PAaa 6 �. BI-FOLD REfRKs © r, 5'-0 I/4" .�� a '" R21G C�: �� .. CLR w D a DEN a Off' = P� am c _ 36"GLR 36GLR j, 210x 68 II 2lox bg 36"CLR 2�x 68 ym 2lmx ba �, BATH o vi- BATH a yp _ I _ � � � o o og � g � o CID og � III . ...... . .... 14'-S I/2" 5'-0" IS'-im 1/2" 5'-0" 12'-10" 5'-0" 4'-4 1/4" CLR CLR CLR CLR O m 5'-0•. 14'-�1/2" 51_01, IS'-10 1/1" '^ 5'_D" iq�_5« 51_01, 10'-5 V4° CLR CLR CLR CLR O ® ® O O ® ® O -- 1� g Y dCL �9 DEN � � pDEN o� Z H eT c m BATH AT . G m BATH21l I I 2lmx 6a VP m %"CLR yp 210x ba 11 -�`O' 210x 68 VP • -..,.li u I (2)30x6a !.. . W/D (2)30x68 BI-PASS Ou — 5'•0 I/4" BI-PASS ,. L-— o ,` �� (�FRI''r — a B�FOLD p: y -ry C 2 x be 3mx68 -- BI•FOLD �� 01/2 I SPACE l STUDIO �, 16,66 K1-EN DW STUDIO 6 xb8 KITCHEN Dw o, w/DEN - m a w/DEN. m a o (2)3 xb 210x 68 PANTRY VP !2)3 xb 210x0 PANTRY VP 228 51-PA86 1-BED/I BATH 224 51-PASO 1-BED/I BATH 509 SF. ❑KITCHEN w/DEN 501 SF. KITCHENw/DEN VP 8 A.D.A. TYPE B �_ 226 A.D.A. TYPE B b; 222 q . 565 SF. p��N� 4 3" 563 SF. BE DINING A.D.A. TYPE a rp oM A.D.A. TYPE B VP n �91N9NG DW 6'-9 I2" C 18'-5 IR" IS'-3" DWI W VP bxbg._. Ip Nil 16 x68 PANTRY PANTR Z o o VP G o aFRIo m ENLARGED SECOND FLOOR PLAN SCALE: 1/4"_1_0" (THIRD FLOOR SIM.) GLENN C WELLS , A. I .A. 3809 RECIH C Gate 03-27-19 "pity issue: 0e-13-19 title: sheet no. drawn: R.C.T. ENLARGED SECOND FLOOR PLAN 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502 GLENN C.WELLS 09-10-19 EMORY LOFTS 2 A4.1 ATE OF WASHINGTON checked: G•C•W ARCHITECT (360) 352-4553 104 OLYMPIC AVE ARLINGTON, WASHINGTON E F21 F91 ❑D ❑EQ ❑D 0 \ \ TV BEDROOM tg BPANDL I-BED/I BA'� Tv PANTRY Tv GLASS 1 ID NINCs 233 Tv BEDROOM IDW / w/D° , s -BED/I BATH 1 227` \ 225 1 vP 609 SF. `�� //STUDIO 664 SF.\ 621 SF. j /'/y A.D.A. TYPE B\ SAO � 22 N A.D.A. TYPE B A.D.A. TYPE E 1 \1 +42' 5lm SF. v vp I �W KI C� M� W I A.D.A. TYPE B I PANTRY 1 1 >� IL 11VP I W i +az' I I 1 a ---------- b k2 ti� I I 1 \ 2z0 \ I ® r 1 �2' o l ��1 2' o FRIG - _ 1 RFFRIG 1-0 DEN 'o-, I WD wo PEN --- ,s'0 c II 2�SA •s'0 \ c I COURTYARD o BATH �- LY 1 V 1 i T I 1vp + \ F H.L�\ 'j.H.l.. N.L . .,. ° m 0 -r AT IT0 DEN o f VP ` �A c SAO J vP B�TN (VA BAPN g l '0 W/D a zz v, Kl , � WAD o -- N GAZEBO 220 /I i +a�, m ❑ \ ` \� i D i Dw KI I \ / STUDIO O1 Vp u PANTRY w/DEN M� o KITVP a2° � STUDIO � PAN1g2Y vP w/DEN \ / 228 \ 1-5ED/I BATH \�\ i I-BED/1 BATH J fm W \ 2330 v 509 SF. KITCHEN +a2` w/DEN ry \�-------- \ 23? I a 556 5F. \ / A.D.A. TYPE B 226 I r $� DINING '14z" KITCHEN A.D.A. TYPE A / A.D.A. TYPE B / \ OOM !SECOND FLOOR!SECO FLOOR ONLY) DINING\ * BEDROOM \`�\L.D.A. TYPE B�, /-- WI � // \ TV sn0 t - D NING �sA / Tv Tv IDW \\`�' — PAN?RY ry \ \ } E o PANTRY� o o -- a 3r ❑D ❑E ❑D 0 ❑D 0 N O N SECOND FLOOR ELECTRICAL PLAN (THIRD FLOOR SIM.) GLENN C WELLS , A. I .A. 3809 RE CHTEC date: 03-27-19 cit issue: 09-13-19 title: sheet no. drawn: R.C.T. SECOND FLOOR ELECTRICAL PLAN n 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502 GLENN C.WELLS - - EMORY LOFTS 2 A4.2 W (� ATE OF WASHINGTON checked: G.C.W. ARCHITECT (360) 352-4553 104 OLYMPIC AVE ARLINGTON, WASHINGTON E t`3 u u u u u 0 \� LT $T}\ N BEDROOM SAo \ 1 ST)2c) ', N STURRjj� w! sne I-BED/I BA1HI-BED/1 BATN2 22rJ 22 221 DINING ❑E VP 664 SF.\ 621 5F. 622 SF.\ / 654 SF. A.D.A. TYPE B A.D.A. TYPE B A.D.A. TYPE B PANTRY A.D.A. TYPE B , TV� v N � I PAN1R1' �W \CH IIXD DWI ` KITCH IJ l o --- 4r � I L 20p \\ y I g i I pZ•• ---- zzae �2' o p +<a w au^a m m °, REFWG +41 m REFRKs + . i WiD WO % W/D f ry ` — / "o \ c N &t\ DEN vP _ I N F vPCE) CT) CK) I F � o rx , ® 71-- 77 ® -- i dfi.L H.L. i 'M.L. H.L. oDEN � o oj (♦ DEN o o M 1 �_ ITN ATB TN N B TN \ \7 p II I 1P VP D i ly p VP SAO SAO ro �--- / G D / STUDIO / Mr R6w I KITGH N ow STUDIO / MI e W J I WIDEN LJ KITCH DWj EN PANI�Y vP / w/DEN FANNY VP 228 I \ 1-BED/I BATH �, 224 I \ I-BED/I BATH N 5M SF. �} KI7GNEN +a2 w/DEN 505 5F. �} KITCHEN +a w/DEN o VP A.D.A. TYPE B D ` \ 226 rv/ A.D.A. TYPE B \ 563 222 e€Q� D.A TYPE ��'/ t BEDROOM A. .A. TYPE 8/119 DIvp G / o DINING / ml I A � � ID NING PANTRY TV Tv vP TV PANTRY Tv 3 w �D 21 SN 0 ❑D 0 ❑D E a N SECOND FLOOR ELECTRICAL PLAN 12 G� (THIRD FLOOR SIM.) 3 citv issue: 713-19 title: sheet no. GLENN C WELLS , A. I .A. 3889 REGIS date: 03-27-19 °H ° SECOND FLOOR ELECTRICAL PLAN drawn: R.C.T. 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502 - - EMORY LOFTS 2 A4.3 (� ATE L OF WASHI GTON checked: G.C.W. ARCHITECT (360) 352-4553 104 OLYMPIC AVE of ARLINGTON, WASHINGTON E - GENERAL NOTES TYPE A ADA NOTES I. ALL INTERIOR BEARING WALLS,MEMBRANE PENETRATIONS,DECKS,FLOORS,4 31. I-HR CEILINGS: CEILINGS SHALL FORM CONTINUOUS RESISTIVE MEMBRANES BUT 1003.9 Operable Parts. Lighting controls, electrical 1003.12 Kitchens and kitchenettes. Kitchens and 1003.12.4.1 Clear Floor Space. A clear floor 1003,13 Windows V ndo's ,,f -Irp;y W;hr SCGH01 ANY OTHER FRAMED SURFACE TO BE I-HR(TYP.ALL UNITS) MAY HAVE OPENINGS FOR PLUMBING PIPES,DUCTS,AND ELECTRICAL OUTLETS, panelboards,electrical switches and receptacle outlets, kitchenettes shall comply with Section 1003.12. space,positioned for a forward approach to the lcloj13. PROVIDED THE FOLLOWING CONDITIONS ARE MAINTAINED 114.4.12). environmental controls,appliance controls, operating 1003.12.1 Clearance. Clearance complying with sink,shall be provided.Knee and toe clearance 1003.13,1 Natural ventilation.Operable windows 2. CONSTRUCTION C ION OF T14E X ERIOR 04VE LPG OR EQUAL SHALL WEI 1540,1 hardware.for operable windows,plumbing fixture con- Section 1003.12.1 shall be provided. complying with Section 306 shall be provided. required to provide natural ventilation shall comply A. APPROVED FIRE DAMPERS SHALL PROTECT DUCT OPENINGS.(SEE P with Sections 309.2 and 309.3. SPECIAL OWNER SIGNS, Cf THE EXTERIOR ENVELOPE PER DIED HB IA M troll,and user controls for security or intercom systems EXCEPTIONS: DETAIL B ON SHEET A5ID) 1003.12.1.1 Minimum Clearance. Clearance UNLESS A"A SIGNS AN AFFIDAVIT iHA1 HE WILL OU1J THE BUILDING FOR A MM. shall comply with Section 309, between all opposing base cabinets,counter tops, required t Emergency escape.Operable windows OF 5 YEARS AFTER ISi OCCUPANCY. @ INDIVIDUAL ROVED MAT OUTLET BOXES SHALL F13 OF STEEL OR P 1. The requirement for knee and toe clear- re uoetl to roan c an emergency escape and res- OTHER APPROVED MATERIALS AND SHALL NOT BE GREATER THAN 16 EXCEPTIONS: appliances, or walls within kitchen work areas once shall not apply to more than one q P 9 � P 3. N ALL OCCUPANCIES,ACCESSORIES SUCH AS GRAB BARS,TOWEL BARB, SQUARE MG4ES IN AREA I.Receptacle outlets serving a dedicated use. shall be 40 Inches(1015mm)minimum. bowl of a mulfi-bowl sink. cue opening shall comply with Section 309.2. PAPER DISPENSERS AND SOAP DISHES,ETC.PROVIDED ON OR WITHIN WALLS, C. RECESSED LIGHTING MUST BE FIRE RATED FOR ONE-HOUR FIRE 2. Where two or more receptacle outlets are pro- 1003.12.1.2 U-Shaped Kitchens.In kitchens with 2. Cabinetry shall be permitted to be added 308 Reach Ranges SHALL BE INSTALLED AND SEALED TO PROTECT STRUCTURAL ELEMENTS FROM RESISTIVE FLOOR/CEILING OR CEILING/ATTIC ASSEMBLIES OR vided in a kitchen above a length of counter counters,appliances,or cabinets on three contig- underthe sink,provided the following cd- MOISTURE. 'TENTED'a/FIRE RESISTIVE MATERIALS TESTED FOR FIRE top that is uninterrupted by a sink or appliance, uous sides,clearance between all opposing base teda are met: 308.1 General.Reach ranges shall comply with Section RESISTANCE. one receptacle outlet shall not be required to cabinets,countertops,appliances,or walls within 308. 4. SHOWERS IN ALL OCCUPANCIES i0 BE FINISHED AS SPECIFIED ABOVE TO A comply with Section 309. kitchen work areas shall be 60 inches(1525 mm) (a) The cabinetry can be removed HEIGHT OF 10"ABOVE DRAIN INLET.MATERIALS OTHER THAN STRUCTURAL 38. I-HOUR PARTY WALLS,FIRE-FESISTANCE-RATED WALLS AND PARTITIONS minimum. without removal or replacement 308.2 Forward Reach. ELEMENTS USED IN SUCH WALLS TO BE OF A TYPE UNION IS NOT ADVERSELY REQUIRE STEEL OR OTHER LISTED MATERIAL ELECTRICAL BOXES THAT DO NOT 3. Floor receptacle outlets. of the sink, AFFECTED BY MOISTURE. EXCEED 16 SQUARE INCHES IN AREA.THESE AR:ALLOWED,PROVIDED THE 1003.12.2 Clear Floor Space.Clear floor spaces 308.2.1 Unobstructed.Where a forward reach is 4. HVAC diffusers. required b Sections 1003.12.3 through 1003.12.5 (b) The floor finish extends under the Y cabinetry,and unobstructed,the high forward reach shall be 48 5. ALL TOILET ROOMS t0 BE PROVIDED WITH A MECHANICALLY OPERATED AGGREGATE AREA OF THE OPENINGS THROUCIH THE MEMBRANE DOES NOT 5 Controls mounted on ceiling fans. shaft comply with Section 305. inches(1220 mm)maximum and the low forward EXHAUST SYSTEM CAPABLE OF PROVIDING A COMPLETE CHANGE OF AIR EXCEED I00 SQUARE FEET OF WALL AREA THE ANNULAR SPACE BETWEEN THE 6. Where redundant controls other than light : 1003.12.3 Work Surface.At least one section of (c) The walls behind and surround- reach shall be 15 Inches(380 mm)minimum above EVERY 15 MINUTES. SUCH SYSTEMS 70 BE CONNECTED DIRECTLY 70 THE WALL MEMBRANE AND THE BOX SHALL NOT EXCEED 1/8". SUCH BOXES ON switches are provided for a single element, counter shall provide a work surface 30 inches(760 mg the cabinetry are finished. the floor. OUTSIDE,AND THE POINT OF DISG4AW.E TO BE AT LEAST V FROM ANY OPPOSITE SIDES OF THE WALL OR PARTITION SHALL BE SEPARATED BY ONE one control in each space shall not be required mm) minimum in length complying with Section 1003.12.4.2 Height.The front of the sink shall be OPERABLE WINDOW. OF THE FOLLOWING(1W31). to be accessible. 1003.12.3. 34 inches(865 mm)maximum above the floor, 36*TYP. A BY A HORIZONTAL DISTANCE OF NOT LESS THAN 24"WHERE THE WALL 7. Reset buttons and shut-offs serving appli- 1003.12.3.1 Clear Floor Space. A clear floor measured to the higher of the rim or counter sur- BEDROOM b. EVERY UNIT TO WAVE A SMOKE DETECTOR IN EACH BEDROOM AND ONE IN THE OR PARTITION IS CONSTRUCTED WITH INDIVIDUAL antes,piping and plumbing fixtures. space,positioned for a forward approach to the face. WINDOW SI HALL. SMOKE DETECTORS TO RECEIVE THEIR PRIMARY POWER FROM THE NON-COMMUNICATING STUD CAVITIES. 8. Electrical panelboards shall not be required to work surface,shall be provided. Knee and to EXCEPTION:A sink and counter that is adjust- BUILDING WIRING WHEN SUCH WIRING 18 SERVED FROM A COMMERCIAL SOJR;E. B. BY PROTECTING OUTLET BOXES WITH LISTED PATTY PADS OR EQUAL. clearance complying with Section 306 shall be WIRING i0 BE PERMANENT AND WITHOUT A DISCONNECTING SWITCH OTHER THAN comply with Section 309.4. able to variable heights 29 inches(735 mm) THOSE REQUIRED FOR OVER CURRENT PROTECTION.SMOKE DETECTORS AS 3% EXITING AND DOORS: 1003.10 Laundry Equipment.Washing machines and provided.The clear floor space shall be centered minimum and 38 inches(915 mm)maximum clothes dryers shall Comply with Section 611. on the work surface. above the floor,.or that can be relocated within SHOWN ON PLANS SHALL BEMTE�OAlECTED uv BATTERY BACK-UP.9011.111 A FOR PURPOSES of INFORMATION,ALL MEANS OF EGRESS DOORS that range without cutting the counter or dam- x ." EXCEPTION: Cabinetry shall be permitted 9 90 0 SHALL BE READILY OPEN.ABLE FROM THE SIDE FROM WHICH EGRESS 1003.11.2.2 Lavatory. Lavatories shall comply under the work surface,provided the following :aging adjacent cabinets,walls,doors and strut. JSE 1 G 1. EXTEND THE FIRE-RESISTIVE WALL PROTECTION i0 THE SOLE PLATE BEHIND IS TO BE MADE WITHOUT THE USE O°A KEY OR SPECIAL KNOWLEDGE with Section 606. P g Aral elements, provided rough-in plumbing �i ao THE 11158 OR SHOWER UNITS WHICH ABUT A REQUIRED FIRE-R4iED WALL criteria are met _ v OR EFFORT.I010U.9 EXCEPTION: Cabinetry shall be permitted permits connections of supply and drain pipes 8. ALL GLAZING TO BE CLASS 60 MINIMUM. B. ALL LIGHTED EXIT SIGNS WILL REQUIRE CONTINUOUS ILLUMINATIOd under the lavatory, g (a)The cabinetry can be removed without for sinks mounted at the height of 29 inches provided the following trite- removal or replacement of the work sur- g WITH BACK-UP DURATION CAPABILITY OF 90 MINUTES IN CASE OF He are met face (735 mm),shall be permitted. 9 INSTALL ONE 2A,10-B:C PORTABLE FIRE EXTINGUISHER AT THE BOTTOM PRIMARY POWER LOSS. 1013,63 (a)The cabinetry can be removed without 1003.17 4.3 Faucets.Faucets shall comply with LANDING OF EACH STAIRWAY.RECOMMEND SECURITY CABINETS,MOUNT NO C. EXIT ILLUMINATION POWER SUPPLY SHALL INCLUDE BACK-UP (b)The floor finish extends under the cabi- Section 309. FIG.308.2.1 MORE THAN 54"ABOVE THE FLOOR LEVEL.INSTALL ADDITIONAL FIRE EXT. CAPABILITY M THE EVENT OF A POWER FAILURE. THE EMERGENCY removal or replacement of the lavatory; netry,and UNOBSTRUCTED FORWARD REACH AS NEEDED 60 ONE I$LOCATED WITHIN A MAX TRAVEL DIST.OF 15'FROM ALL POWER 5Y81EM SHALL fPROVIDE POWER FOR DURATION OF NOT LESS (b)The floor finish extends under the cabl- (c)The walls behind and surroundingthe Water 2A.4 Exposed Pipes and Surfaces. PORTIONS OF THE BUILDING. THAN 90 MINUTES AND SHALL CONSIST OF STORAGE BATTERIES,UNIT netry;and Water supply and drain pipes under sinks shall be element,the high side reach shall be 48 inches cabinetry are finished, insulated or Otherwise configured to protect g EQUIPMENT,OR AN ON-SITE GENERATOR THIS REQUIREMENT APPLIES (c)The walls behind and surrounding the 1003.12.3.2 Height.The work surface shall be 34 against contact.There shall be no sharp or abra- 15 in mm)(maximum end the low side reach shall be 10. STREET ADDRESS NUMBERS SHALL BE VISIBLE AND LEGIBLE FiuJhl THE cabinetry are finished. inches(865 mm)maximum above the floor. sv a surfaces under sinks. 15 inches TIO : E minimum above the floor. STREET: TO THE BUILDING AS WELL AS FOR EVERY ROOM THAT"Ti'EQ11R=5 11W II. CLOCHES DRYERS SHALL BE CONNECTED i0 A DUCT DIRECTLY TO THE EXITS.10083 EXCEPTION:A counter that is adjustable to 1003.12.6 Appliances. Where provided, kitchen EXCEPTION: Existing elements that are not EXTERIOR D. TACTILE EXIT SIGNS PER AIIIJ--2009 AR:REQUIRED AT THE provide a work surface at variable heights 29 appliances shall comply with Section 1003.12.5. altered shall be permitted at 54 inches(1370 mm) REQUIRED EXIT D15C44AR3E DOORS TO THE EXTERIOR 1013.A inches(735 mm)minimum and 36 inches(915 maximum above the floor. mm)maximum above the floor,or that can be trots shall c Operable Parts.All appliance con- r 12. EVERY UNIT TO HAVE COMFORT HEATING FACILITIES.. 40..AIR LEAKAGE CONTROL: . troll shall comply with Section 1003.9. E 13. FLASHING SHALL BE PROVIDED FOR ALL EXTERIOR OPENINGS. THE THERMAL BUILDING ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR _ relocated within that range without cutting the counter or damaging adjacent cabinets,walls, EXCEPTIONS: �c LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION R402.4.1 doors,and structural elements,shall be permit- 1. Appliance doors and door latching 14. ALL UNITS WILL BE SEPARATED WITH 5/8"GWB TYPE X DRAFT STOPS IN THE THROUGH R402A.4.THE SEALING METHOD$BETWEEN DISSIMILAR MATERIALS ted. devices shall not be required to comply ATTIC. SHALL ALLOW FOR DIFFERENTIAL EXPANSION AND CONTRACTION.THE 1003.12.3.3 Exposed Surfaces.There shall be with Section 309.4. la) 15. ROOF SHEATHING WILL HAVE EXTERIORORINTERMEDIATE GLUE. COMPONENTS OF THE BUILDING THERMAL ENVELOPE AS LISTED IN TABLE no sharp or abrasive surfaces under the exposed zo max 2. Bottom-hinged appliance doors,when in 510 R402AJ-R402.45 SHALL BE INSTALLED IN ACCORDANCE WITH THE portions of work surface counters. the open with Se shall not be required 16. THE STEP FROM THE LANDING 70 THE UNIT AT THE THRESHOLD OF EVERY MANUFACTURER'S MSTRUCTIONB AND THE CRITERIA LISTED IN TABLE R402.4.1J, 30 min` to comply with Section 309.3. 7�1 'E OPENING SHALL NOT EXCEED IQ",WITH BEVELED EDGE. AS APPLICABLE TO THE METHOD.OF CONSTRUCTION THE BUILDING WALL HAVE 760 P Y \\ m v 11. ALL STAIR RISERS TO BE A MAXIMUM 1"HIGH AND TREADS TO BE 11"MMIMU'L AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR CHANGES PER HOUR I 1 THE HANDRAILS TO BE MOUNTED 1 1/2'FROM THE WALL AND 1 1/2'DIAMETER 4L ALL WATER HEATERS WILL REQUIRE SEISMIC STRAPPMG At THE TOP AND Section 100 Co.5.4. Cooktops shall comply with - PIPE.LOCATE 34'ABOVE 114E NOSING OF THE TREAD AND EXTEND 12"PAST BOTTOM THIRD OF THE BOILER 2015 UPC SECTION 50-11 Section 1003.12.5.4. THE LAST RISER AT THE TOP AND BOTTOM OF THE STAIRS. ,� 1003.12.6.4.1 Approach,A clear floor space, E 42. ALL WATER HEATER5 SHALL BE EQUIPED WITH AN EXPANSION TANK PER 2015 E positioned for a parallel or forward approach to 16.. NON-BEARING WALLS TO BE HELD DOWN FROM THE BOTTOM CHORD OF THE IMC SECTION 1009. the cooktop,shall be provided. 10 max ROOF NOT BE 5 WITH HE PSONWALL 5iC GIPS i0 ENSURE THAT THE TRUSS CHORD 43. ALL HVAC DUCTING SHALL COMPLY WITH THE LATEST SMACHA REQUIREMENTS F1 1003.12.5.4.2 Forward approach.Where the 255 WILL NOT BEAR ON THE WALL' AND CHAPTER Ib OF THE 205 IBC STANDARDS FOR SEI8MIC BRACING. clear floor space is positioned for a forward (b) FIG.30a.1.1 approach,knee and toe clearance complying 19. BATHROOMS AND LAUNDRY�075 TO HAVE SEPARATE AND INDIVIDUAL PP � >20-25 UNOBSTRUCTED SIDE REACH 44. IALL NTERNATIONAL N SUBJECT TO INSPECTION AND APPROVAL UNDER 20B •36 min. r Se if pert 0.3.2a and turning With Section 306 shall be rovided.The under- EXHAUST SYSTEMS. P >510-635 v, MTERJATIONAL MECHANICAL CODE AND THE WASHINGtON STATE A!"ENDMENTB space per Sections 304.3.2 end 1003.32 side of the 000ktop shall be insulated or other- o' - - - - FIG,ws-a2 308.3.2 Obstructed High Reach,Where a clear 20. USE DENSGLASS GOLD AT ALL EXTERIOR LOCATIONS ANDUSE GM APPROVED ADOPTED BY THE CITY. FIG,1003.12.3 wise configured to protect from bums, o OBSTRUCTED HIGH FORWARD REACH floor space Complying an With Section a hi allows reach M FOR WET LOG M ALL BATHROOMS AND UNHEATED STORAGE ROOM$.COVER WORK SURFACE IN xrcHEx FOR TYPE A UNITS abrasions,or electrical shock. allei approach to an element and file high a par- INSIDE C421MTION CONSTRUCTION,SUCH AS STORAGE UNITS WITH 5/8"GIB. �- PRIOR i0 INSULATING ANY DUCTWORK,INSPECTION AND APPROVAL IS pp g side reach �( REQUIRED. 1003.12.5.4.3 Parallel approach.Where the 308.3 Side Reach. is over an obstruction,the height of the obstruction A MECHANICAL/ELECTRICAL IN87ALLER 70 TOTAL ALL FROP08ED HEATING clear floor space is positioned for a parallel shall be 34 Inches(865 mm)maximum above the aZ, 30 min* approach,the clear floor space shall be Gan- 308.3.1 Unobstructed.Where a clear floor space floor and the depth of the obstruction shall be 24 u, EQUIPMENT AND SHOUT EQUPMENT WILL COMPLY WITH LLSEC. 760 tared on the appliance. Complying with Section 305 allows a parallel inches(610 mm)maximum.The high side reach cc 22. NO AIR ADMITTANCE VALVES ARE ALLOWED. DISHWASHER WILL NEED AN AIR approach to an element and the edge of the clear shall be 48 Inches(1220 mm)maximum above.the m 1003.12.5.4.4 Controls.The location of con- floor space is 10 inches(255 mm)maximum from the floor for a reach depth of 10 inches(255 mm)maxi- GAP.(TYP.ALL UNITS) o trots shall not require reaching across burners. 23. T4P LINE$WILL NEED TO BE RAN TO THE EXTERIOR OR AN APPROVED DRAIN. ,� 1003.12.5.5 Oven.Ovens shall comply with Sec-THIS APPLIES TO THE DRAM PAN AS WELL(SEPARATE LINES). ALSO YOU WILL - E G' u NEED EXPANSION TANKS BECAUSE IT IS A CLOSED WATER SYSTEM PROVIDE BLOCKING FOR FUTURE tfront panels,on either eside of the door. centrols on GRAB BARS PER DETAIL I SHEET A45 o 24. PROVIDE EMERGENCY(BACK-UP POWER)TO EXTERIOR LIGHTING THRUTO 1003.12.5.5.1 Clear floor space.A clear floor o PARKING LOT. space shall be provided.The oven door in the open position shall not obstruct the clear floor 26. CARBON SECTION 420.ALL U4TEOR AR:REQUIREDSHHAVE SEISMIC OF ETTIE SLEEPING PER 1003.111.4.4 EXCEPTION I'6" I'-6" *sp min. r Se ti part of T-shaped 0033.urning space for the oven. LIE 25. WATER HEATER TO BE INSTALLED AND THE INSULATED PAD TO COMPLY WITH LAV.COUNTER 06S 3.112A ON CEPTIED - space per Sections 304,3.2 and1003.3.2 1003.12.5.5.2 Side-Hinged Door Ovens.Side-FIG.1003.12.4 hinged.door ovens shall have a countertop AREA IN ALL UNI78 A5 WELL A9 EACH FLOOR LEVEL.915.1J(TYP.ALL UNITS) xITCHEx sINX FOR TYPE A UNITS positioned adjacent to the latch side of the oven w 21. ALL HOODS TO VENT TO EXTERIOR .. r,.., `.. door. N 28. PROVIDE FIRE ALARM SYSTEM AND AUTOMATIC FIRE SPRINKLER SYSTEM PER- - : ass,.rs ulnr,�ceparyul-b-a,.vaena-my.rC�,mwmnrrear ® 1003.12.5.5.3 Bottom-Hinged Door Ovens. O •• 4 Bottom-hinged door ovens shalone l have a coun- CITY OF AR.MGTON REQUIREMENTS,COMPLETE T•FPA 13R SPRINKLER m COVERAGE 1$REQUIRED. tertop positioned adjacent to ufe's Gaod side of the 10 max LO �'; ;. door. 255 255-610 29. ALL WEATHER EXPOSED DECKS AND STAIRWAYS SHALL BE CONSTRUCTED OF COMBINATION OF 1003.12ss.4 controls.The location of con- (e) (b) TREATED WOOD OR OTHER APPROVED SPECIES NOT SUBJECT TO --- - I trols shall not require reaching across burners. r--- VERSATIUTYAND EFFICIENCY $ DETERIORATION. __ _ - -_ _P _ I 1003.12.5.6 Refrigerator/Freezer. Combination FIG.3IGHSI 0 30. PROVIDE CLASS I FLAME SPREAD FINISH MATERIAL 5UCH A5 SIDING AID 7 30"x48" Although':b s mew saving s02rd0n,tha 27 btlt wide WasneY/ rOBSTRUCTED HIGH SIDE REACH v d rombmatmndxsrh tom mmlw on Im en refrigerators and freezers shall have at least 50 a CEILING LOCATED IN THE COVERED STAIRWAY. 30"x60"CLR Amp �R ARIA ryer p �F�s w percent of the freezer compartment shelves, mum,Where the reach depth exceeds 10 inches oIT ltra arge a.3 code finetub.it comwagmpwd wit,dv including the bottom of the freezer 54 inches (255 mm),the high side reach shall be 46 inches 31. CONTRACTOR i0 PROVIDE CLASS C FIRE RETARDANT ROOFING PER 2015 BC. TmeBelenuTM Ami-Vibration sy3nrc m r;ridng noisy tub ® (1370 mm)maximum above the floor when the (1170 mm)maximum above the floor for a reach PROVIDE LISTING(FORMATION. I ovemenq amrg w+eh7urmwasha ted,miogy sating you 20 n shelves are installed at the maximum heights pos- depth of 24 inches(610 mm)maximum. L-_ I -J minutes on earyar Wads".kafso reatuoc en ln'.arnaftwemg °f��'," sible in the compartment.A clear floor space, 32. CONTRACTOR TO PROVIDE TRUSS ENGINEERING AT SITE FOR FIELD INSPECTOR ---- elamane with a NSF-a,rd6ed sandary cycle,rut slew nwre kS positioned for a parallel approach to the refriger- EXCEPTION:At washing machines and clothes nVERIFICATION BEFORE INSTALLATION OF TRUSSES. __---__-_ reasons d,ls smeu waGrerrd.yer mmbo rime.wlth huge ator/freezer,shall be provided.The centerline of dryers,the height of the obstruction shall be per- T L-- --J Owning and spans-saving be raRu, the clear floor space shall be offset 24 inches(610 mfitetl to be 36 inches(915 mm)maximum above 33. ANCHOR BOLTS SET IN PLACE,DRILLED IN PLACE,OROTHERIUISE INSTALLED mm)maximum from the centerline of the appli- the floor. Z- AFTER THE CONCRETE HAS SET UP SHALL ONLY BE DONE UNDER THE sisCIHCA11oNs INNOVATIONS ante. E IMMEDIATE OBSERVATION OF AN APPROVED SPECIAL INSPECTOR PER 2015 .um.n.ua,.uG;,aFasyunen .crrn„r 309 Operable Parts 309.1 General.Operable parts required to be accessi- w. IBC xwsuse^sta�"row sw.loNm .w ax.ea-mv�otiro 34. SHOWERS IN APARTMENTS MUST CONFORMTO IBC C 4AMR 114 ANSI,WHICH 5'-0114" Io-ros.u"+wa ws�TMsy •aw r.,rwmm.rcorycya. lore shall comply with Section 309. STATES A MINIMUM O:1024 SQUAB ACHE$AND A MINIMUM 30"CIRCLE GEAR' CLR goo Gam. •xsF cvmrwa m,rtsn�m 309.2 Clear Floor Space.A clear floor space comply- STATES tcHlnan orxmn WITH NO PROTRUSIONS INTO IT. 0 ADA TU8 •samww.ssarA sx" -sm�wsy trig with Section 305 shall be provided. O1 35. ALL EXTERIOR DOORS SHALL BE UEAT14ER STRIPPED AND SHALL BE NOT LESS ;acme Go-aw) s,rarra.a-a. 309.3 Height.Operable parts shall be placed within one c - ^A„rrunMrosaGw.,, or more of the reach ranges specified in Section 308. THAN U VALUE 34. srrusxosncN •Nw ++,aunon 308.4 Operation.Operable arts shall be operable with {nnr uwvanaea,va omawlm •rnweex•amow,aaon P P P p 36. FIRE CAULK ALL RNE'IRAilONS THROUGH i HR ASSEMBLIES. .rno,Faapa Fro-A.cla,� •s. aT,» _ _ one hand and shall not require tight grasping,pinching, o �' .rn�w.sq,,.aau,-,,,.a prow ooar.en •ro•nrm,• +� ,� or twisting of the wrist The force required to activate m osa awnnoaca. v^I operable arts shall be 6.0 TYPE A ADA RESTROOMf__rs...{ •e,mGw,F.oeG Carla I,.4: v p p pounds(22.2 N)maximum. s .ocmm Nwarnscwwr xmswa EXCEPTION: Gas pump nozzles shall not be required to provide operable parts that have an acti- SCALE: 1/2'-,•-m OTYP. WASHER/ DRYER waling force of 5.0 pounds(22.2 N)maximum. 1 SCALE: N.T.S. 3 'Citv issue: 08-13-19 title: sheet no. GLENN C WELLS , A. I .A. 3809 REG[5 date:, 03-27-19 Irtdrawn: R.C.T. ADA TYPE-A NOTES 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502 GLENN C.WELLS EMORY LOFTS 2 A4.4 ATE OF WASHINGTON checked: G.C.W. ARCHITECT (360) 352-4553 104 OLYMPIC AVE E ARLINGTON, WASHINGTON E - TYPE B ADA NOTES TABLE 403.3.1 TABLE 403.5.5.1 1004.9 Operable Parts. Lighting controls, electrical 5.At water closets where a side wall is not 1004.11.3.1.1 Lavatory.A clear floor space VENTILATION RATES FOR ALL GROUP R INTERMITTENT WHOLE HOUSE MECHANICAL switches and receptacle outlets, environmental con- available for a 424nch(1065 mm)grab bar complying with Section 305.3,positioned for a PRIVATE DWELLINGS,SINGLE AND MULTIPLE VENTILATION RATE FACTORS"' trots,electrical panelboards,and user controls for secu- complying with Section 604.5.1 reinforce- parallel approach,shall be provided at a lava- (Continuously operating Systems) Ran rime rity or intercom systems shall comply with Sections ment for a swing-up grab bar complying with tory.The clear floor space shall be centered on Floor Area Bedrooms° %ro EacY �% 33% 50% 66% 7S% 100% 309.2 and 309.3. Section 1004.11.1.1 shall be permitted. :the lavatory. iP 0.1 2a 4-s 6-7 ell' 4 hoar ' EXCEPTIONS: 6.At water closets where a side wall is not EXCEPTION: A lavatory complying with <500 30 40 4s 55 60 se rna available for a 42-inch(1065 mm)grab bar Section 606 shall be permitted.Cabinetry Facror' a 3 2 is L3 t0 1. Receptacle outlets serving a dedicated use. complying with Section 604.5.1 reinforce- shall be permitted under the lavatory pro- Soo-1b00 45 55 60 70 75 2. Where two or more receptacle outlets are pro- ment for two swing-up grab bars complying vided the following criteria are met 1001-1500 60 70 75 85 90 a F-aut htim,system am-time values between those vided in a kitchen above a length of couter with Section 1004.11.1.1 shall be permitted swenohtive. sus permitted to be determined by g (a)The cabinetry can be removed without 1501•2000 75 35 90 300 ]OS interpolative. top that is uninterrupted by a sink or appliance, to be installed in lieu of reinforcement for removal or replacement of the lava- 2001•2500 90 100 105 115 120 b. Extrapolation beyond the table is prohibited. one receptacle oudet shall not be required to rear wall and side wall grab bars. tory;and P2501-3iX10 105 115 120 130 135 comply with Section 309. 7. to shower compartments larger than 36 @)The floor finish extends under the cab- 3001-3101 111 130 135 145 150 3. Floor receptacle outlets. inches(915 mm)in width and 36 inches inetry;and (915 mm) in depth reinforcement for a >3500 135 145 1 150 160 165 PROVIDE BLOCKING FOR FUTURE 4. HVAC diffusers, shower seat is not required (a)The wells behind and surrounding the a.Ventilation mres in table are minimum outdoor airflow 28"LONG SWMG-UP GRAB BAR 5. Controls mounted on ceiling fans. 1004.11.1.1 Savmg-up Grab Bars,A clearance of cabinetry are finished. rates measured in ofm. PROVIDING RESISTANCE OF 250's 18 inches(455 mm)minimum from the centerline 1004.11.3.1.2 Water Closet The water closet VERT.OF 14ORIL PER 60%8 6. Controls or switches mounted on appliances. of the water closet to any side wall or obstruction shall comply with Section 1004.11.3.1.2. 7. Plumbing fixture controls. shall be provided where reinforcement for swing- 24°LAY.COUNTER OBSTRUCTION up grab bars is provided.When the approach to 1004.11.3.1.2.1 Location.The centedine of ' ALLOWED PER 1004.113.111.4 8. Reset buttons and shut-offs serving appli- the water closet is from the side,the 18 inches the water closet shall be 16 inches(405 mm) ances,piping and plumbing fixtures. (455 mm)minimum shall be on the side opposite minimum and 18 inches(455 mm)maximum 9. Where redundant controls other than light the.direction of approach. Reinforcement shall from one side of the required clearance. ' switches are provided for a single element, accommodate a swing-up grab bar centered 15 l4 1004,11,3.1.2.2 Clearance.. Clearance ' inches(400 mm)from the centerline of the water around the water closet shall comply with one control in each space shall not be required closet and 28 inches(710 mm)minimum in length, Sections 1004.11.3.1.2.2.1 through - to be accessible. measured from the wall to the and of the horizon- 1004.11.31.2.2.3. 10.Within kitchens and bathrooms,lighting con- tal portion of the grab bar.Reinforcement shall 1 ' ' f O 9 9 EXCEPTION:Clearance complying with t t \ 1 trots,electrical switches and receptacle outlets accommodate a swing-up grab her with a height in 1 P .. Sections 1003.1L2.42 through are permitted to be located over Cabinets with the down position of 33 inches(640 ram)minimum 1003.11 2.4.4. counter tops 36 inches(915 mm)maximum in and 36 inches(915 mm)maximum.Reinforce- height and 25'/a inches(650 mm)maximum in ment shall be adequate to resist forces in scoot- Clearance around Clearance Width. - depth dance with Section 609.8. Clearance around the water closet shall I 1 1 EXCEPTION:Where a water closet is post- width, 48 inches (1 ram) minimum in _ 1004.10 LaundryEquipment Washm m In p width,measuredperpendicular i from the O O s 9 machines end tinned with a wall to the rear and to one side, � UNPENETRATEO _ r----- ---- clothes dryers shall comps with Section 1004:10. side of me clearance that is 16 inches IR"GJllB. rY Y e centerline of the water closet shall be 16 FLOOR SYSTEM -! - m mm)mm minimum and at inches 455 ( _ 1004.10.1 Clear Floor Space.A clear floor space inches(405 rant}minimum and 18 inches(455 IN Is PER DETAIL 46 I P ram)maximum from the water close[can- ram maximum from the sidewall. complying with Section 305.3,shall be provided.A ) terline. !U LAYER 5/6"GO TYPE O sl I . 1 0^ 30"x45' parallel approach shall be provided for a to loading Clear es SI NT CFI P 9 required Clear Floor Space.Cea floor spec Clearance around Clearance Depth. - - OVER RE LE ANNEL I I P machine.A forward or parallel approach shall be pro- 1 4.11..1 or CLR AREA P pP P r uired b Section 00 3 (Option A) Y P eq Clearance n r shall arou d the wale closet s al vided fora front loading machine. 1004.11. (Option B)shall comply with Sections be 56 inches per ram) minimum in H O R I Z a CHASE DETAIL 1004.11 Toilet and Bathing Facilities.Toilet and bath- 1004.11.2 a and 305.3. depth,measured perpendicular from the L----___--J ing fixtures shall comply with Section 1604.11. 1004.11.2.1 Doors.Doors shall not swing into the rear wall. EXCEPTION:Fixtures on levels not required to be dear floor space or clearance for any fixture. 1004.11.3.1.2.2.3 Increased Clearance O SCALE: 1 1/2"=l'-O" accessible. EXCEPTION:Where a clear floor space com- Depth at Forward Approach.Where a 1004.11.1 Grab Bar and Shower Seat Reinforce• plying with Section 3053,excluding knee and R-11 RIGID INSUL. toe clearances under elements, is provided forward approach is provided,the clear- . meal.Reinforcement shall be provided for the future within the room beyond the arc of the door ante shall be 66 inches(1675 mm)mini- TUB o installation of grab bars and shower seats at water swng' mum in depth,measured perpendicular , t closets,bathtubs,and shower compartments.Where from the rear wall, walls are located to permit the installation of grab 1004.11.2.2 Knee and Toe Clearance.Clear floor bars and seats complying with Section 604.5 at water apace of fixtures shall be permitted to include vanity1004.11.3.1.2.2.4otherobstruction Clearance Overlap.A closets;grab bars complying with Section 607.4 at knee and too clearances complying with Section vanity or other obstruction 24 inches(810 2 LAYERS 5/8"G s.TYPE X bathtubs;and for grab bars and shower seats com- 306. mm)maximum in depth,measured per- �y�D 51 plying with Sections,808.3,808.2.1.3,808.2.2.3 and 1004.11.3 Toilet and BathingAreas.Either all toilet Pendicular from the rear wall,shall be per- 608.2.3.2 at shower compartments;reinforcement milted d overlap the required clearance, clear- shall 100 bathing areas provided shall comply with Section provided the width to the remaining clear- ' shall be provided for the future installation of grab 1004.11.3.1 (Option A),or one toilet and bathing ante at the water closet is 33 inches(840 bars and seats complying with those requirements. area shall comply with Section 1004.11.3.2(Option mm)minimum. TYPE B ADA R E S T R O O M EXCEPTIONS: B). vided,1.3.,t Bathing Fixtures.Where Pro- K 1004.11.3.1 ion A.Each fixture provided shall ., 1.In t room containing only a lavatory and a p vided, a bathtub shall comply with Section comply with Section 1004.11.3.1. water closet,reinforcement is not required shower or 100l comply wit and a FIRE CAULK NOT REO'D SCALE: 1/2"=1'-0" provided the room does not contain the only EXCEPTIONS: shower compartment shell cempty with Section lavatory or water closet on the accessible 1. Where multiple lavatories are provided in 1004,11.3.1.3.3, !U LAYER 5/9'GAB TYPE C FOR THESE PENETRATIONS level of the unit. a single toilet and bathing area such that 1004.11.3.1.3.1 Parallel Approach Bath- OVER RESILIENT CHANNEL 2.Al water closets reinforcement for the side travel between fixtures does not require tubs.A clearance 60 inches(1525 mm)min- wall vertical grab bar component required by travel through other parts of the unit,not imum in length and 30 inches(760 man) Section 604.5 is not required. more than one lavatory is required to minimum in width shall be provided in front of 16 16 comply with Section 1004.11.3.1. bathtubs with a parallel approach.Lavatories 3.At water closets where wall space will not complying with Section 606 shall be permit a grab bar complyingwith Section 2. A lavatory and a water closet in a room i Y g permit. ALT. H O R I Z. CHASE DETAIL g containing only a lavatory and water fed in the clearance.A lavatory complying $ bar 2 inches reinforcement for i rear wall grab closet,provided the room does not con- with Section 1004.11.3.1.1 shall be permit- bar 24 ont e w ram)minimum in length tad at one end of the bathtub if a clearance centered on the water closet shall be pro- thin the only lavatory the water closet on O SCALE: 1 1/2"=1'-0„ � p 48 inches(1220 ram)minimum in length and vided. the accessible level of the unit. 30 inches(780 ram)minimum in width is pro- ocJ- 4,At water closets where a side wall is not vided in front of the bathtub. - available for a 42-inch(1065 mm)grab bar 1004.11.3.1.3.2 Forward Approach Bath- complying with Section 604.5.1,reinforce- tubs.A clearance 60 inches(1525 mm)min- . B ment for a sidewall grab bar,24 inches(610 imum in length and 48 inches(1220 mm) o ram)minimum in length located 12 inches minimum in width shall be provided in front of NOTE: ma, to "ea-.vall,s hall bathtubs with a forward approach.A water ALL VENTS TO BE NO CLOSER closet and a u Ja r o�;ded. the clearance at one end of the bvatory shall be athtub. in w THAN 3'-0°TO OPERABLE PART LL � OF WINDOW o -- - 0 LEGEND Q� DUPLEX OUTLET CABLE TV 4-DUCT a ry N DEDICATED OUTLET QW.H. WHOLE HOUSE FAN 6'SEPARATE LIVING SWITCHED OUTLET Q EXHAUST FAN DUCT FOR RANGE o S.N. SURFACE MOIBdTED OUTLET SAO SMOKE DETECTOR 4"SEPARATE ri 54"MIN DUCT FOR DRYER al LAM.WAINSCOT t1'P. - LEATHER PROOF OUTLET -40B DOOR BELL 12' 42"MINf ROUND PERIMETER OF FOUR PLEX OUTLET �^ DOOR BELL CHIME SOAP DISPENSER ESTROOM TALL WALLS) A B �¢ 24"x36"SS.MIRROR M.4'ABOVE FLOOR 220 v OUTLET �H8 HOSE BIB KITCHEN o 36"MIN. 39°-41" $ SWITCH .H. CADET HEATER •°I RANGE FAN ------ 00 P.T.DISPENSER �� TCH &LEVER HANDLE MIN MI �3 .WHOLE HOUSE _ r 3 FAUGEi -E c $ 3-WAYISWITCH DUCTLESS SPLIT PAN 100 CRN _ HEATLAMP L HEAL LAMP SWITCH w X v TP E C v ="m' = ;T., ? v PHONE �} LIW4T(STYLE/IYPE TO BE a �+ __ DETERMINED BY OWNER/ BATH EXHA T WRAP PIPES M r 24"MIN 6"TILE C CARPET ARCHITECT) BATH FAN PEN RIGID MM 42".MAX BASE OF WOOD FLOOR PREVENT BURNS 186"1 MAX FLOUR LIGHT TO VP VINYL PLANK - O A B LOCATE OUTLETS AT 5"AFF.UNLESS OTHERWISE NOTED. 24"OBSTRUCTED SIDE REACH=34" .. O R E S T R O O M ELEVATIONS I,NOBST51ICTED FORWARD 4 SIDE REACH=15"MIN.-48'MAX TYP. UNIT VENTING PLAN SCALE:. 1/4"=1'-0" ALL OPERABLE PARTS TO BE PLACED IN THESE RANGES.. L 1'"3/16= - PL.=PRIVACY LOCK(TYP.ALL BEDRtOt:MS 1 BATHS) SCALE: 0" G 611.=SURFACE MOUNTED OUTLET 3 city issue: 08-13-19 title: sheet no. GLENN C WELLS , A. I .A. 3809 REGIS date: os=27-1s GH ° ADA TYPE-B NOTES ILL GLENN C. LSdrawn: R.C.T. 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502 -19-19EMORY LOFTS 2 A4.5 V ATE OF WASH IN TO checked: G.C.W. ARCHITECT (360) 352-4553 104 OLYMPIC AVE E ARLINGTON, WASHINGTON E 8 WRAP PARAPET TOP w/TPO WRAP BUILDING PAPER OVER TPO(TAPE SEAMS) STANDING SEAM METAL COPING COLUMN CLADDING w/DRIP EDGE Ek SIDE 1/2"FLAME-BLOCK BUILDING PAPER LAP OVER TPO ROOFING 6'x.1Y"TPO f. SEALED SCUPPER - RUBBER PEDESTRIAN TILE TPO ROOFING OVER TPO ROOFING LAP UP WALL MIN.6" R-38 RIGID Ni ------- ------ ---- DEL-2 DF 1x6 STUDS .�- •RAIL ATTACHMENTS < HARDIE BOARD 24"CONT.GUTTER BLDG PAPER LAP OVER FLASHING as.e 1�.-�...� FLASHING. { I I OVER TPO �. CANT STRIP I TPO.RUN UP R-38.RIGID INSUL PARAPET M N I SEE SiPoJCIDRAI DRAWINGB PEDESTRIAN TILE OVER TPO COLUMN DETAIL 2 SCUPPER DETAIL 3 GUARD DETAIL ,i tl *j'•� O SCALE: 3"=l'-O" O SCALE: 1 1/2"=1'-0" O SCALE: 1.1/2"=1'-0" WINT.GUTTER 7 A52 CONT.CUTTERCONT.GUTTER CONT.GUTTER A7.2 1/4"/FT. — ��— — � � i �i I 11L _ �, i ! I, III �;r,; II �L�� —•�� 4'x4'ROOF HATCH !(� I w/BUILT-IN LADDER ------ --� 1(! A5.0it--�j� II----1 SEE STRUCTURAL F L __1 _ L — �L g t u w TPO ROOFING CLA55 C — — -- = O L �J a 3 _ ° -- 5 A • 5 A 5 o li 0� COURTYARD PLAN G� ROOF PLAN N SCALE: 1/4"=V-0" SCALE: 1/8"=1'-0". o 3 '• nnnw�wwwwwww� 3 city issue: 08-13-19 title: sheet no. GLENN C WELLS , A. I .A. 3809 RECIH G date: 03-27-19 drawn: R.C.T. ROOF PLANS 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502C. — — EMORY LOFTS 2 A5.0 GLENN A WELLS U 360 352-4553 ^�of wnseieGTON checked: G.C.W. 104 OLYMPIC AVE ARCHITECT ARLINGTON, WASHINGTON E V CONT.GUTTER HARDIE BOARD CONT.GUTTER A2 HARDIE BOARD CONT.GUTTER HARDIE BOARD CONT.GUTTER HARDIE BOARD w/REVEALS 7 w/REVEALS w/REVEALS r A7.2 w/fv'EVEAL$ ❑ ❑❑❑❑ V - MASONRY.. SOLDIER COURSE i Lam + / rJ , , , EMORY LOFTS I BRICK VENEER BRICK VENEER 3 4"DOUN$POUTS BRICK VENEER A7.1 TYP.4 LOCATIONS CONNECT TO STORM SYSTEM NORTH ELEVATION WEST ELEVATION SCALE: 1/8"=1'-0" SCALE: 1/8"=1•-0.. Ub o m C 0 z 5 HARDIE BOARD A7.2 WARDIE BOARD HARDIE BOARD MASONRY w/REVEALS, B w/REVEAL$ MASONRY w/REVEALS _ o SOLDIER HARDIE BOAS A7.2 SOLDIER -- a r COURSE TOP OF PARAPETw/WEALS COARSE.................... ❑❑Innnnn ' ~ n r o .. rn - d rn '� 12LIJ '- -° � � �� [I] IT-] 3RD FF. _ _ - �-� AT �T T - 16 T LET , i ss r Y T T i ISi FF. T T T T w o SCUPPER 4"DS. BRICK VENEER 3 BRICK VENEER 2 LOCATIONS _ A .i m o rn SOUTH ELEVATION EAST ELEVATION c SCALE: 1/8"=1'-0" SCALE: 1/8"=1'-0 -... s e c� 3 cit issue: 0e-13-19 title: G LE N N C WELLS , A. I .A. G date: 03-27-19 sheet no. 38w9 REGINS G drawn: R.C.T. UL ELEVATIONS 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502 - - EMORY LOFTS 2 A6.0 w GLENN C.WELLS p ATE OF WASHINGTON checked: G.C.W. AR ARCHITECT (360) 352-4553 104 OLYMPIC AVE E ARLINGTON, WASHINGTON E 0 V_ WALLS AND INTERIOR PARTITIONS,WOOD FRAMED GA FILE NO.WP 3820 GENERIC 2 HOUR 55 to 59 STC SOUND GYPSUM WALLBOARD,MOD STUDS FIRE 9sse layersy type x i5'Peum vart eri or imesam veneer Ease applied at right—glas to TPO ROOFING Baca skildrable ra+v of 2 x 4 woodsWtls IT—an saparats plates 1'open wtth 8d _ coaled call tb'king.0.Oe5 lannie lie Nd.Imadrk rig24'ogee ed le1,ad with xgypaom waNband a gypsum veneer ones apptlad ffi dial angles eo eacM1 side with ad coaled rinds,PA'lung,0.100"mlrank,+A"heads, TPO ROOFING R-38 RIGID MSUL. 8 Jants aNggered'6'esr3r fever aM swag Swnd tested with 3+h'glass fiber klwmlion R-38.RK41D INSUL... A6.2 empled to etude lg inquiredose an am me and witanails Na lama layer mpeood c as NOTE: Hodmnpl born ) FIRE BLOCKING is MAX 10'-0" VERTICAL 4 HORIZONTAL PER 11822 Thickness 10Y+t• Appmx Wall 13 pat Fire Test: See WP4135 $quad l6st NGG 3p56,4-T-TO 8,4"flR12"JPLYWOOD ," '' s 2-HOUR PARTY WALL (1-HOUR REQU .OVER D"JOISTS IR"GJII$.(Nt7N-R41ED) VF7 DOUBLE TOP PLATE R-II ROCK WOOL R-11.ROCK UIOOL WOOL SOUND BAITS OWNERS OPTION (Y)LAYERS Cf 5/B"TYPE X"GW$ (2)LAYERS r7F 5/8"TYPE"X"GW8 1-HQUR FIRE ASSEMBLY UER 5/8"GU,B TYPE C SEE DETAIL 16 OVER RESILIENT CHANNEL R-II ROCK WOOL OVER 2x4 STUDS s 1611 0-C. OVER 2x4 STUDS s 1611 O.C. _ GA FILE NO.CM 1450 GENERIC 1 HOUR (2)LAYERS 5/5"G11115 TYPE X FIRE (1)LAYER OF 5/8'TYPE"X"CAB (1)LAYER OF 5/8"TYPE"X"GUB EA SIDE 2-.HOUR FIRE ASSEMBLY EA SIDE STUDS R R 11 OZ. OVER 2x4 STUDS+16"O.C. 2x4 BOTTOM PLATE;TYP.. SEE DETAIL-1 GYPSUM WALLBOARD,STEEL COLUMN COVER OVER 2x4 31UD5 a I6"O.G. 3 (I-FLOUR 111 Base layer 1/2 type X gypsum wallboard applied around TS4x4x0.188 tube steel RESILIENT CHANNEL (212x4 STUDS a 24°OL. sk TJI FLOOR JOISTS 4' !-SIDE FULL HEIGHT I-HC1R 6 I liT GYF'C�TE w/R-11 FIBERGLASS BATTS col d Held in place arou paper masking tape Second layer paper type X PER PLAN,TYP. TJI FLOOR JOISTS R DRAFISTOP gypsum we tape Face layer applied around column and held n place cwithon paper masking MIN 3/4"iKs FLOOR SHEATHING I0'-0"O.C.HORIZONTAL pa 1 either 24 ga.galvanized steal column cover consistinggalvanized of two el PER PLAN,TYP. - shaped sections with snap lock Sheet steel joints or 22 ga,galvanized steel BEE STRUCTURAL O ASSEMBLY DETAIL column covert cons'stn of two L-sha g pad sections with lap joins fastened with " � No 8x12"sheet metal screws 12"O.C. ^ I NOTE: SCALE: BE SURFACE MOUNTED a FIRE-RATED PARTITION CAULK ^ I SCALE: 1 1/2"=1'-0 Horizontal joints staggered 24"between layers. ALL ELECTRICAL BOXES IN FIRE PARTITION WALL Fire cost: ILL Nc5D5-(15),71NKz639, I 1 w 12-23,75: --- j UL NC505,77NK1518; UL Design X526 I-HOUR FLOOR ASSEMBLY 5/8"TYPE"C'GUS OVER PER IBC.111,TYP, RESILIENT CHANNEL•CLG SEE DETL 6/SHEET A5D -- - - GA FILE NO"WP 3230. 1 HOUR 50 to 54 STC 2x4 DBL TOP PLATE.TYP. FIRE S� OUI 1—HOUR COLUMN 5 TYP. 5 �'' 2x4 BOTTOM PLATE,TYP GYPSUM WALLBOARD,RESILIENT CHANNELS t O _ 6 MM.3/4PiKa FLOOR SHEATHING e1F f1b s Ps or aR8ER INSULATION,attached at I-liWOOD d,one layer f319Typ$ I4—r I N.T.S. NON-RATED .. R t n Pp tr n d t t'and f z b oOa'n.ermed vp E SIDE f 2 4 d rude 1 tF 6d t ,I 1/ AT.SUSPENDED - SEE STRUCTURAL dry+ar sr:rewa,s oc at nor zontal lr la rrae,els.1/" —1 CEILING ....:.... .:.. :,::. .. _. yla"siber,naulel on ath st�nled,o'rad':2 stud anaco. FIRE siDE O.POSITE SIDE One layer yp k gy. um wallboard c,gyp.,I m veneer base Ah' GL$. applied slight angles to scuds w I.61 nz:s 9"e c pP x.W ghf:7 psf PENETRATIONS OF FIRE BARRIERS P PARTITIGNS Fire Tbs OSu Tat 7.1dm 65 TO MEET I.BL.114 Eadlonis staggered 48"onopposle sides Sound tested with 3va'clasa•iberinsulal n. Sound Test HAL TI//toe,5-5-77 n stud pace(LOAD-SEARING) 1 OR iD - RESILIENT CHANNEL I-HR -81DE FULL HEIGHT 1-HOUR WALL NON-RATED TYP.FULL HEIGHT 4 7 STEEL COLUMN EACH WALL TYP,2x4 BLK'G OVER A.T.SUSPENDED o P.T.2x4 SILL PLATE w/AS.PER PLAN CEILING 4 N.T.S. ? 4"CONK. SEE FOUNDATION PLAN FOR A$. COMPACTED STRUCTURAL FILL mY� 5LA8 ON GRADE SIZE t SPACING REQUIREMENTS PER GEO-TECH REPORT a ° 4 J a SEE STRUCTURAL DUGS. -111 � .,_ 6BOLSREPORT — I - = I I I �— _ _ — _ _ =n —� �I I� �l I � �� 8 MILYISQIEEN,TYP. 11 LI �—III=1 —III_—i FLOOR-CEILING SYSTEMS,WOOD FRAMED N c THICKENED SLAB PER STRICT. — --- — ... , STAIRWAY ENCLOSURE UNIT PARTY WALL GA FILE NO.FC 5011 PROPRIETARY" 1HOUR BOtOUND 64 C 1-HOUR FIRE BARRIER 2 1-HOUR R E l FIRE PARTITION RESIDENT CHANNELS,GLASS FIBER BATE S,LOOSE FILL INSULATION, FlRE SOUND kanr p T°' e WOOD ENT CH,WOOD STRUCTURAL PANELS,GYPSUM FLOOR TOPPING, II 5857C dGC 5071050 GYPSUM WALLBOARD �._ kNle 52Htt IB879917364 SCALE. 3/4"-1'-0' O SCALE. 3/4 1 0 R0 o 5/8• p ]nyl 53 NI( 1801 99 1/36 3 MCC 6R/1540 ¢ Base layer 12"proprietary type X gypsum wallboard or gypsum veneer base (16.0 (25 rind MCC IS,I1153 applied right angles torealllenecharm,s 24 (16 oe.when Insulation at is �a..anee lFM s5ru[ ki[70121c9 G PHASE 2 PHASE used)with 1'Type n nuous hcreW'1a babe Gypsum board end joints located Nan 61 STC IG(r.012072 L.':P 48471 g1 ¢ midway between continuous cannel'and attached 1h screws 8"to additional BnwNMRII LIP places of channel 80"long located 3"back on either aria of end joint.Resilient wwl'Wpl Pled. 57NC. Ic[1012148 ^� channels applied at right angles to minimum 10'deep wood I joists spaced re Approx.Ceiling Weight: 3 pill 58sic R9II maximum of 19"O.C.with 1-114'Type S dryvrap screws.Face layer 1/2' Fire Test: UL R1319,05NK04589, M. isane Pad proprietary type X gypsum wallboard or gypsum veneer base applied at right 2-4-05;UL R1319, 70R w angles to resilient channels 151W Type S drywall screws 8 o.c.and 1-1/2"T 05NK09496,3-31-05; �✓"..�-- YPo None 51m 31p9.3 G screws W o c at the butt joints located mid-span'between the resilient ILL Design L570 3/4' kmIP6laiPR Caadr7b 49P11C 35-091s 7 -,/`"\ „ channels.Glass fiber insulation d t ubfioor or loose fill insulation applied 9.1/2- Y. pn "�-� 'a directly over gypsum board.Wood j is supporting 19/32°wood structural Sound Test. RAL OT03-05,422-03; (19 mm1 raf Pbik Will 3A9.1, 2X4 s 161 O.C. 2x6 STUDS®161,OG. 1 2X6 STUDS s I6"O.C. panel subfloor applied at right angles to joists with construction adhesive and III RAL OT03-07,4-29-03; Nana 58 FSIC 2711.1 I589 f- ^"^\ - "1 Ong shank nails 12"a c Minimum 12 proprietary gypsum floor topping applied RAL OT03-09,6-18-03 2hpsl/2' a501 _ w/R-il SOUND BATTS w/R-21 BATT INSUL -- .- w/R-21 BATT INSUL ever subfloor. ideal tls s3Nw Ddl'1 Rl EM502 III&Test: (58 sheet vinyl), er5/1, ' o f STC rated with I joists spaced 24"o c,3 1/2"glass fiber insulation in joist spaces RAL OT03-O6,4-22-03: 2s13a 17ailPbnk 52FNC 27-i1.1 tt(EE11I53 E i ..-f 374°Proprietary gypsum floor topping poured over 1/4 proprietary sound 16naw ¢(ES8 B1580 V 5/8"G.WB.TYPE X 5/8"GUN$.TYPE X J_ 5/8"ISMS.TYPE X reduction mat,and with finish flooring of sheet v n (62 engineered wood 60 KK Oki"', wad H20050694 g y engineered wood laminate,is ""-- �,- --""-\ ✓^—�' \ and ceramic tile.(STC h when sheet ceramic is engineered wood laminate is 4-29-03; OT03-08, 1 kwsNPMUI lee 51 FIN 481163 UtRt847F01 applied to boor,STC 88 when tested with Ceram c the applied to Ooor) 4-29-03; "'•� 12"FLAME BLOCK „sa _ IR"FLAME BLOCK cesarat nPmc NBi62 (54 ceramic tile) fnk"sa"k 7& 56 HIC : 1 o PROPRIETARY GYPSUM COMPONENTS RAL 01103-10,6.18-03 59 FS7(. 4Nib4 co 11/2 Amish 13 TIa ` United States Gypsum Company...........12".SHEETROCKO Brand FIRECODES C 38'rea 50 HI[ Z1113 ¢ Core Gypsum Panels 0!3e,H"Jh W rem !h. ,gs,nddni"I""'rim B'o"".blaNa"pelllsald 0 easurtnaie11aA,d Ten dsrees namaks a is, iisidhsiswa Ewa m Fk.peoulnfe re®awse as LEVELROCKV Brand Floor Undedayment ".e,"„n"amea.Im mama;.s:s,m,�rs N shlyr,ar 011;,a s"nas taryar ise,mnlxw o..en NOWliaaaemanm(800)3567887. O1/2 HOUR WALL DETAIL O2-HOUR FIRE BARRIER WALL DETAIL "NO O1-HOUR FLOOR/ CEILING I-WOUIR WALKWAYS,OR UNDER SCALE: 3"=l'—O" SCALE: 3"=1'—O" NO STORAGE 18 ALLOWED IN THE . . , 12 THE INTERIOR STAIRWAYS N.T.S. 3 G LE N N C WELLS , A. I .A. GH EG date: 03-27-L9 'co it issue: os-is-is title: sheet no. 36B9 REGIS drawn: R.C.T. DETAILS to to 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502 N C. — EMORY LOFTS 2 A�•0 i ATELOFWASHNGTON checked: G.C.W. _•Q ARCHITECT (360) 352-4553 104 OLYMPIC AVE E ARLINGTON, WASHINGTON E 0 V 1/21,CDX -- BUILDING PAPER LAP OVER BUILDING PAPER FLASHING LAP OVER FLASHING HARDIE SIDING I 1/2"FLAMEBLOCK SEALANT - WELD HANGER TO BEAM FORT(-FLASHING STEEL BEAM PER STRUCTURAL I"GYPCRETE Z-FLASHING (•JOISTS PER PLAN 4"BRICK VENEER MIN.3/4"TfG FLOOR SHEATHING �.� 5/8"GWB TYPE X SEE STRUCTURAL SEE STRUCTURAL WEEP HOLES 5/4 TRIM - 5/8"Go .- ....:. .. .. ., P.T.2x6 PLATE INSl1L.BEAM(TYP) F) STL.LINTEL SIDEWALK INSUL.BEAM(1YP.) MIN U•VALUE•]9 HEAD FLASHING 4 TUCK FLASHING-LAP VINYL INSULATED UNDER BLDG PAPER OVER FORTI-FLASHING GLAZING(TYP) PROVIDE DRIP EDGE OWNERS OPTION:USE 6"CM.U.VENEER M8ULAIED GLAZING WEEP HOLES STOREFRONT WINDOWS BACKER ROD ON STREET FRONTAGE 4"TIGHT-LINE 4 SEALANT FROM DOWNSPOUTS 24" 8 MIL VISOUEEN 'I. BACKER ROD 1 CONNECT TO STORM SYSTEM a " SILICONE SEALANT FILTER FABRIC COMPACTED STRUCTURAL SCALE. 3 CLEAN WASHED O WINDOW HEAD MASONRY SILL FILL i080% WOOD SILL .. .. .... DRAIN ROCK R-10 RIGID INSUL. =1'-0" "`„--,--� III ROCK WOOL SOUND BATT9 4"PEI�FOOTING DRAIN CONC SYSTEM FORfI-FLASHING-TYP AROUND - (USE R-30 BATT INSUL.OVER (TYP NE (USE PERIMETER MIN.U•VALUE•2S PERIMETER OF WINDOW (U LAYER was GWB TYPE C OF BUILDING) VINYL INSULATED GLAZING(TYP) LAY OVER BUILDING PAPER OVER RESILIENT CHANNEL 1-HOUR III �SIDE9 2x68TUD8 BEAM DETAIL O WALL DETAIL WOOD BILL 1 •16"STUDS w/ BACKER ROD I"AIR GAP R-21 BATT INSUL. 4 •SEALANT SCALE: 1 1/2"=1'-0" `� SCALE: 1"=1'-0" FORTI-FLASH OVER WINDOW NAIL FLAKsE-TYP.AROUND BUILDING PAPER PERIMETER OF WINDOW 5/8"Go TYPE X 5/4 TRIM 1/"FLAMEBLOCK TOP OF PLATE ......,,.-.- - .34-2" 6 I!!"CDX `�.-•.._./ 2x6 STUDS a 16"O C.w/ BRICK VENEER A .2 R-21 BATT INSUL. 1-HOUR BUILDING PAPER LAP OVER 1,,.--^' - A7.2 TOP OF PLATE R-38 RIGID INSUL. 1/4"/FT.SLOPE 3/4"T43 PLYWOOD TPO ROOFING WINDOW FLANGE •. eO� WINDOW DETAIL OVER 12"JOISTS y ---.-_ 3 .33'-m�� SCALE: 3"=1'-0' HARDIE SIDING F 5/8"GWB NON-RATED CEILING 1/2 HR WALL PER IBC 1020.1 INSULATE EXT. R-2 BEAMS(TYP.) RESIDENTIAL UNITS '" g HALLWAY NON-RATED WALL o, PER 11123 EXCEPTION 2 $ ,'.. 1 1/2"GYPCRETE OVER 3/4"TIG PLYWOOD 6 NON-RATED WALL GLUED AID NAILED O WINDOW SILL !:. PER 11113 EXCEPTION �24 0" .,. ." 24ID 3RD FF. --------------- SCALE: 3"=1-O" Z IR HR BALL 5 PER IBC 1020.1 1 HOUR FLOOR(CEILING III ASSEMBLY o m HALLWAY �_BUILDING PAPER � Ill.UNITS PER 11123 EXCEPTION FORTA-FLASHING I a If2"GYPCRETE OVER N PLYWOOD PER PAT OOD EXCEPTION 2 3/4"TIG PLYW GLUED AND NAILED FLASHING an 4'-0" 2ND FF, .14.0' o ,,<y x..K_,;Jka 'k r.,t':x -xeyy„r uJ'x d y .•�.itx•.v/.. .k:u" :„a u.dd" '%¢ :k6.. .�, r";.,, m TRIM SEALANT 1 R-19 SOUND GATT INSUL.OVER OFFICE '^ � 5 24 STUDS as 16"O.G. FLASHING DETAIL w/R-21 BATT INSUL. 6 SCALE: 6"=1'-0" OFFICE 3 Y o I-HOUR RATED COLUMN I-HR WALL (BEARING WALLS ONLY) 1-14R WALL eaazLmixsaarwx 5 (BEARING WALLS ONLY) Z EXTERIOR LOAD-BEARING WALL- E� " UL DESIGN NO.V311 Y' �yEj La (FLAMEBLOCK PLUS 1-HOUR WALL;FIRE-RATED FROM BOTH SIDES) w qIW' -Commonly used lnTypeVload-bearing exterlor walls along property 0� uuranrluuuumi line,Inc ludingsingle-familyconstruction u+ •Reduces dead load and wall thickness versus common alteratives R-10 RIGID INSULATION NOTE: 4"SLAB ON GRADE OVER 8 MIL VISOUEEN 8 °Duel "%rt, AROUND PERIMETER •Reduces labor costs and construction time• ALL WOOD ADJACENT TO SOIL E 1 6"COMPACTED(80X)STRUCTURAL FILL rs •Provides better substrate for securely fastening exterior facing CONCRETE i0 BE PRESSURE TREATED SEE STRUCTURAL DW:aB.1 801L8 REPORT nE� •Allows brick,stucco,steel and fiber cement exterior facings •Exposure I classification;withstands normal exposure to moisture during construction OLP FLAMEBLOCK O BUILDING SECTION ®1-HOUR EXTERIOR WALL SCALE: 1/4"=1'-O" 3 cit issue: o8-is-is title: sheet no. GLENN C WELLS , A. I .A. 38Rg REGCIH date: 03-27-19 [it U drawn: R.C.T. BUILDING SECTION & DETAILS 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502 EMORY LOFTS 2 A7.1 CLENN C.WELLS �v i ATE OF WASHINGTON checked: G.C.W. ARCHITECT (360) 352-4553 104 OLYMPIC AVE ARLINGTON, WASHINGTON E E s FLOOR/ROOF SHEATHING R-II SOUND BAi?S FLOOR/ROOF SHEATHING II/2" IIR" II/2" 11/2" 7 A7.2 SEISMIC CLIP BRACE WALL TO STRUCT. •V-0"0,C.AND 0 DOORS A.T.SUBP. A.T.BUSP. CEILING _ TOP OF PLATE 57 CEILING 2"CEILING GRID ANGLE CARPET - �33'0" 5/8"GWB EACH SIDE 5/8"GU.B EACH BIDE 3/4"T4G PLYWOOD II" CONTRASTING COLOR WAIL •NOSING PER NON-RATED ROOF/CEILING ICC AII1.1.2009 5045.1 �+ NON-BEARINYs NON-BEARING 2x4 STUDS s 1611 OC. 2x4 STUDS a*"OC. w/R-II SOUND BATTS j w/R-11 SOUND BATTS DBL 2x12 9 2x4 P.T.PLATE -- 1z4 P.t.PLATE 9 ANCHORED TO CONCRETE BLAB w/ ANCHMD TO CONCRETE SLAB w/ 2x12 STRINGER �771 1/2"PLYWOOD RISER NosING RESIDENTIALall 0.145"DIA.PINS•24'O.C. 0.145"DIA.PINS a 24"O.C. 0 12,OG. TYPICAL FULL HEIGHT NON-RATED WALL DEMISING WALL DETAIL TYPICAL WALL DETAIL INTERIOR STAIR DETAIL "° " O SCAT.F: 3/4"=1' C.. 5EE SHEET All/AI3 FOR LOG. O SCALE: 3/4"=1—0' SEE SHEET ALI I AI3 FOR LOG. O SCALE: 1"=l'—O" 3.9"MAX OPENING NOTE: 6 EXTEND TOP 4 BOTTOM TOP RAIL 12"BEYOND END OF STAIR(TYPICAL) GW B 4 TYPICAL STAIR RAILING z.FF. SOUND WALL NOTE: SCALE: 1"=1'-0" -INSTALL RESILIENT CHANNELS(USE RC DELUXE OR CEMCO) -HOUR FLOOR/CEILING -LEAVE 1/4"GAP TOP AND BOTTOM FOR CAULKING -CLAY PUTTY PADS AROUND OUTLETS RESILIENT CHANNEL INSTALL w/CONNECT CHANNEL w/SCREW HOLE•BOTTOM TYPICAL EXCEPT 0 BOTTOM PLATE W41CH IS REVERSED WOOD BLOCKING 1/4"GAP TOP AND BOTTOM FOR CAULKING STANDING SEAM » e Q COPING w/DRIP SLOPE -' EDGER \\\ RESIDENTIAL UNITS TPO ROOFING NON-RATED WALL WD FRAMING -FAN UP PARAPET o 4 OVER TOP 4 LAP 3 EIFS FINISH OVER EDGE OVER STUCCO INSTALL N SAME DIRECTION .. I"STUCCO 2ND FF. ORESILIENT CHANNEL DETAILV2,CDX SCALE: 1 1/2"=1'-O" SEE SHEET A m z - ,. TAPERED 2x12 PLATES STANDING SEAM R-38 RIGID INSUL. COPING w/DRIP 2x12 WALL Tin EDGES SLOPE TPO ROOFING -HOUR BOOR/CEILING: o -FAN UP PARAPET TPO ROOFING 3/4"T4G PLYWOOD 4 OVER TOP 4 LAP 3/4"T46 PLYWOOD LAP OVER FLASHING OVER 2"JOISTS OVER EDGE OVER 12"JOISTS 4 GUTTER FLAIGE F _\ LASHING CANT STRIP(TYP.) u+ to FLASHING - V4"/FL I/4"/FT. R-38 RIGID INSUL. 1/4"/FT. m SLOPE SLOPE SLOPE 3 N - PLYWOOD BRACE 2x&BLOCKING ..- O 5t _ TERous OFFICE/RETAIL HARDE BOARD SIDING SOLDIER COARSE STUCCO a I FINISH IR CDX ::II BACKER ROD A7.1 4 SILICONE SEALANT CONT.BLDG PAPER I"AIR GAP ol --"'` I-HOUR WALL l a '- CONT.BLDG PAPER IST FF, c ..:...,. 1/2"CDX O OC O ROOF SECTION O R4 F SECTION O ROOF SECTION WALL Sli-E LION SCALE: 1 1/2"=1'-0' SCALE: 1 1/2"=1'-0' SCALE: 1 1/2"=1'-O" 12 A SCALE: 1/2"=1'-0" 3809 REGC[H G date: 03-27-19 cityissue: 08-13-19 title: sheet no. GLENN C WELLS , A. I .A. drawn: R.C.T. BUILDING SECTION & DETAILS 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502 GLENN C.WELLS EMORY LOFTS 2 A7.2 ATE OF WASHINGTON checked: G.C.W. 19-10-19 ARCHITECT (360) 352-4553 104 OLYMPIC AVE ARLINGTON, WASHINGTON E E t� 3 5 5 TOP OF PLATE 34.2,7 TOP OF PLATE R-38 RIGID MBUL. 3/4"T43 PLYWOOD TPO ROOFING, .33'•05° I/4"//FT�_SLOPE OVER I-JOISTS = ;p - 1/4"/FT.SLOPE NON-RATED CEILING = _[ v SIDS RESIDENTIAL UNITS HALLWAY T NON-RATED WALL HARC T ¢ PER 11123 EXCEPTION 2 SION 1 1/2"GYPCIIETE OVER - 3/4"T4G PLYWOOD -gym NONRATED WALL GLUED AND NAILED E PER 11123 EXCEPTION 2 24'-0" U Ii2ND FF. 3RD FF. 4240' -2 AID - 1" "- ' .,'•I., ------- -- ----------- BFLLOOR/CEILING 8 1 5 Z o \1 2 R-2 HALLWAY NONRATED WALL p A RESIDENTIAL UNITS PER 11123 EXCEPTION 2 I I/2"GYPCRETE OVER NON-RATED WALL 3/4'TtG PLYWOOD - PER 11123 EXCEPTION 2 GLUED AND NAILED s en - •14'-O" _ 2ND FF._m 2ND FF. CONt.WI 2 To '^ R-30 BATT INSUL.OVER GARAGE iO \ 1 1 \ Z 5 G 2x6 STUDS G 16"OA. w/R-21 BATT INSUL. 0 Y a PARKING a 3 r OUR RATED COLUMN -- I•HR WALL 1 (EtEARING WALLS ONLY) I-FM2 WALL Z (BEARING WALLS ONLY) Z 12" 1ST FF. NeDrrort _.---- B BUILDING SECTION 4 COMPACTED(80%)STRUCTURAL FILL A STAIR SECTION a+ R-10 RIGID INSULATION O 4"SLAB ON GRADE OVER 8 MIL vISGUJEEN ,. AROUND PERIMETER SCALE: 1/4"-1'--0" SEE STRUCTURAL OWK,S.4 SOILS REPORT SCALE: 1/4"=1'-0" y 6 6 y A. M ROOFMG R•36 RIGID MSJL. 3/4'TK"RYLLIJOD OVER D'JOISTS Z Q I NON-RATED CE W. O R-2 R-2 -2 R-2 R-2 R 2 5TAIR5 �j RESIDENTIAL UNIT$ { RESIDENTIAL LNIT5 I RE5IDEMAL I1NIT5 RESIDENTIAL UNITS °� RESIDENTIAL UNITS �51DENTIAL LNI75 3 I IR°G 3/4'TNG PLYW 24'- _ L GLUED AD NAI TOP OF JOIST ; a " 3/4 13'-I " - 4 1 I 6 p I 5 IHOA FLOOW ILMG b3 COURTYARD AS COURTYARD RESIDENTIAL UNITS RESIDENTIAL UNITS A RESIDENTIAL UNITS RE8IDENRTIAL UNITS FESIDEMIAL UNITS '{ RESIDENTIAL UNIiB Ub STIRS.IV'Oc ,y R 71 BATT IN&1L. Rgm PEDESTRIAN TILE = t I VP G R / w/DRAMACE CHANELS t —j I I I ' GLUED AND NA D �� OVER TPO ROOFMG .... ... C I/4"/Ff.SLOPE p __ R-38 RIGID M311L. aw snvs T.Ie^oc. 'R-21 2 (NULL 95BY o OFFICE �_= i' U OFFICE PARKINGE C IR RACE (SEARING WALLS ONLY) =_;:4 tj R.11)WD IN LLATICN {'SLAB ON GRADE OVER 8 HIL VIBfAIEEN AROUND PERIMETER O BUILDING SECTION SEE ;L$ ; SCALE: 3/16"=1'-O" B LD b 3 cityissue: 08-13-19 title: sheet no. GLENN C WELLS , A. I .A. 3889 REDIS date: 03-27-19 °" ° DETAILS drawn. R.C.T. EMORY LOFTS 2 A7.3 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502 - - IrtATE OF WASH WELLS checked: G.C.W. ARCHITECT (360) 352-4553 104 OLYMPIC AVE ARLINGTON, WASHINGTON E E s _..._�. 1/2'FLAME BLOCK 2x6 STUDS - 2x6 STUDS BUILDING PAPER � �"'�-- a 18"OL.wl DOOR SCHEDULE .--� •V.,OG.wl ..r" z R-21 BAti MSUL. BUILDING PAPER R-21 BATT INSUL. HARDIE SIDING. DOOR DOORS FRAME DOOR KICK I"AIR GAP ,>_-�--- ,r-_�,_ - NO. WIDTH HEIGHT THICKNESS TYPE MAT FIN MAT FIN HDW TYPE PLATE REMARKS __.. ` 5/8°GM TYPE X 1 3'-0" 7,_0" 1 3 4" B ALUM BA ALUM BA 1 5/8"GUB TYPE X _ 2 3'-0" 7'-0" 1 3 4" C FG P WD P 1 1/2"FLA-MOCK .._--'""'c�� '-''-.,,._� � 3 3' 0" 7' 0" 1 3 4" A FG P WD P. 1 4 3'-0" 7' 0" 1 3 4" C FG P WD P 1 BRICK VENEER .. 5 PR 3'-0" 7'-0" 1 3 4" A SIM FG P WD P 4 6 3'-0" 7'-0" 1 3 4" C FG P WD P 1 7 3'-0" 7'-0" 1 3 4" A SC S HM P 5 60 MIN. FIRE RATED DOOR 8 3'-0" 6'-8" 1 3 4" A SC S WD S 3 1 1 20 MIN. FIRE RATED DOOR OWALL DETAIL O WALL DETAIL s 3'-0" 7'-0" 1 3/4" A HM P HM P 2 90 MIN. FIRE RATED DOOR SCALE: 3"=1'-0" SCALE: 3"=1'-O" ALUM = ALUMINUM BA= BRONZED ANODIZED FG= FIBERGLASS WD= WOOD HARDWARE TYPE 1 THRESHOLD, 1 1/2 PAIR BALL-BEARING HINGES, LEVER LATCH SET w/LOCK, CLOSER, WEATHER SEAL,STOP, PANIC HARDWARE AS NOTED. (LOCK TO RELEASE IN DIRECTION OF TRAVEL BY DEPRESSING LEVER HANDLE. I6'-0" 9'•0" V-4" 2 1 1/2 PAIR HINGES, LEVER LATCH SET, CLOSER,SMOKE SEAL, STOP, MAGNETIC HOLD OPEN. 2" 2. 2. 2• 2" 2. 2" 2. 2. 2" 2• (2)EQUAL 3'-0" (2)EOUAL '-8" 3'-0" -8" 3'•0" - 3 1 1/2 PAIR BALL-BEARING HINGES, LEVER LATCH SET w LOCK, CLOSER, SMOKE SEAL, STOP _ 4 THRESHOLD, 3 PAIR BALL-BEARING HINGES, LEVER LATCH SET w LOCK, WEATHER SEAL, STOP 5 1 1/2 PAIR BALL-BEARING HINGES, LEVER LATCH SET, CLOSER, SMOKE SEAL, STOP .IGL IGL IGL IGL `9 IGL IGL IGL IGL 1° CLOSURE NOTES: rY'i 1. THRESHOLDS TO BE 1/2"BEVELED EDGE MAX, PROVIDE SWEEPS 0 ALL THRESHOLDS 2. ALL CLOSERS TO HAVE SILENCERS, 5#'s MAX INTERIOR a 3* THE ACTUATING PORTION OF RELEASING DEVICE SHALL EXTEND AT LEAST ONE-HALF OF THE DOOR LEAF WIDTH- .- o 9 o 0 a 6 4. THE MAXIMUM UNLATCHING FORCE SHALL NOT EXCEED 15 POUNDS. TILL iIGL TILL iIGL TIGL TILL iIGL -a. v o o r e iK,L TILL iK,L tIGL rya TILL 11GL tIGL o F a P MIN.U-VALUE 03 Z�G 8 ,IYP. STOREFRONT TYPES SCALE: 1/4„=V-0„ m a t5ATY GLAZING bAFEtt GLAZING 2. 2" 2' 2" 2". 6'-0" 3'-6" Y-E" 411AN IMPACT PASS HUMAN IMP i 4'_0" 3'_0" 4'_0" 21_8• y51_0 TEST062408.1 TEST 082408.1 r •� 11 'PI m IGL IGL IGL IGL -6" 6%. 6 24" 6°6' 24° 6" 6 IGL a IGL IGL 3 s @ 9 IGL IGL e IGL IGL 0 IGL KaL 6 IGL e IGL IGL o IGL IGL TIGL SLIDER s a o SLIDER a SLIDER p SLIDER 0 0 a r ❑A © © ❑D ❑E ❑F ❑G A B c D E F VINYL U-VALUE•02S WINDOW SCHEDULE DOOR TYPES o' SCALE: 1/4"=1'-O" SCALE: 1/4"=1'-0" nm GLENN C WELLS , A. I .A. 3809 REG06 date: 03-27-19 cit issue: oe-i3-19 title: sheet no. drawn: R.C.T. INTERIOR ELEVATIONS & SCHEDULES n 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502 rf-viqinnq-A 9-10-19EMORY LOFTS 2 A8.0 u ATE OF WASH[GTON checked: G.C.W. o ARCHITECT (360) 352-4553 104 ARLINGTONYI WASHINGTON E E STAIR .di CI® q ---- --- I I h q � -- L as -- q L as I a-a — I — I IDN STAIR EXIT O o o 0 0 0 �- �2 x w O O O O S O O O I 00 I - — as — as ❑ � 6 6 a® Q 105' TRAVEL Ll ®� q DISTANCE (250' ALLOWA5LE) N THIRD FLOOR EXIT PLAN SCALE:.z STAIR CIO in a m F--� � q J7/ ql L a a — ——— L 1 COURTYARD DN UP � i i i � � it i - � � i - 197 STIR 33 PERSONS o 0 o u o 0 o L EXIT s �2�g4'� w 3 O O O O O O O r CL � 1/. L a O 00 d --- --- 6 ® a ab 105' TRAVEL ❑ ap 0 -- 0 D 15TANCE (250' ALLOWASLE� "s 0� SECOND FLOOR EXIT PLAN 12 N SCALE: 1/8"=1'-0" 3 date: 03-27-19 Peoity issue: 08-13-19 title: sheet no. 4 GLENN C WELLS , A. I .A. 3809 REG G drawn: R.C.T. SECOND FLOOR PLAN yE� 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502 EMORY LOFTS 2 A9.0 GLENN WELLS G ATE OF WASNINGTGN checked: G.C.W. ARCHITECT (360) 352-4553 104 OLYMPIC AVE E ARLINGTON, WASHINGTON E rT rT 7-7'(-T r7'r' 7--7 71 7 1 71 71 71 71 71 51 r7-F7-f-7-r7-r-7-T7-f-77-7�`7�- la"v l I ,� 1 .1 1,L I It A, I I II I z„y I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I PI 4 PI 3 4 I PI 4 PI 4 PI 4 PI 3 4 I I PI 4 PI 3 4 PI 4 PI 3 4 PI 3 4 PI 4 I 3.y 4'ABS 4"AB8 4"ABS 3„y J I g"y 4"A85 4"A08 71 71 1 7-1 71 71 rT r�r�rT rT r�rT IOU"v I I=la"VI I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I :b �fji� PI 3 4 PI 4 PI 1 PI 4 PI / PI 3 4 i PI 4 PI 3 4 PI 3 4 PI 3 4 PI 3 4 PI 4 M ' 3„y 4"A88 4°A55 3"y 4'ABS 3„y- 4'ABS 4"Al T la" FUTURE BASED ON V.LAYOUT I37 DIU Z„V (TYP.PER STACK) o I I P71 PI I I I I I I Z 4 4 PI PI PI 4 (I54 DFJ) V a G1 b"ABS SLOPE 1/5",FT.To b'ABS I.ABS SELLER COnTION 1F H � 786 DW 1 N PI WATER CLOSET 3 DPI 4'ALLO,LNBLE: 156 DFU VERTICAL P1 LAVATORY I ORV I DPl COMMERCIAL 116 DFU NERIZONTAL P3 TUB)SNOILER 1 DFU m P4 KITCHEN SW 7 DFU ACTUAL; 143 DRl 0 P5 WASHING 3 DFU V VENT V b"ALLOWABLE: 110 DFU HORIZCNTAL>18b DFU OK VTR VENT THR'ROM VTR COIF CLEAN OUT THRII FLOOR COTF COTW CLEAN OUT THRI WALL CO11U a OPLUMBINGRISER DIAGRAM' DR41NFIXTURE UNIT DFU N.T.S. N yN� C O Q� E W O C U O 3 U) l7 3 cit issue: 08-13-19 title: sheet no. GLENN C WELLS , A. I .A. qm date: 03-27-19drawn: R.C.T. PLUMBING RISER 324 WEST BAY DRIVE SUITE 102 OLYMPIA WA 98502 - - EMORY LOFTS 2 A10.0 360 352-4553 checked: G.C.W. 104 OLYMPIC AVE E ARCHITECT ARLINGTON, WASHINGTON E 3 A 52 r--------- -----r---L-------------r--Z----------------------- - --- — -- -- — — — ——— -- —————— ———— ----- ------".:.... .... : L -- 4'X4'WIDENED FOOTING WITH .. — r r------- -------------------� L.— J '+ :.•. .. •,t I (8)#5 REBAR EACH WAY 3" I I N L__—•— +, J FROM BOTTOM OF FOOTING `} I I I I I I I I I I Sa r I '; i sz I I I I I I .: 1 3og1 ,' I I I I � j j � I j I � '• � I I ��" I `� � + I I I I LJ I I I I ;. 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A52 EACH WAY OR 6X6X10/10 WWM, 4'X4'WIDENED FOOTING WITH I " I I I ' OVER 6 MIL POLY VAPOR BARRIER (8)#5 REBAR EACH WAY 3" OVER 2"R•10 RIGID INSULATION FROM BOTTOM OF FOOTING . ' OVER 4"COMPACTED GRANULAR FILL. 4X4'WIDENED WITH(8)FOOTING REBAR ° Ll G EACH WAY 3"FROM " Ir 6"X6"XA"HSS BOTTOM OF FOOTING " G 11 -• 1 ': COLUMN IN 18" F———— 4%4'X20"WIDENED FOOTING r I I CONC.SONG-TUBE 5"X5"4'HSS COLUMN WITH(8)#5 REBAR EACH WAY y, D I I "•, 3"FROM BOTTOM OF FOOTING S2 52 \\':\\. -TXTWIDENED FOOTING WITH L----J / I I (8)#6 REBAR EACH WAY 3" \ 4'X4'WIDENED FOOTING WITH /� / I FROM BOTTOM OF FOOTING ;, I \\ —.-- ,.,.•�/ (8)#5 REBAR EACH WAY 3" FROM BOTTOM OF FOOTING ) '. -- -- -- L — ——— -- -- -- -- -- ——— ——— — -- — -- J --- "' L _J __ --- -- -� L - - ----------- ------ -------------------------------- ------------------- ----- FOUNDATION PLAN --- SIMPSON HDU5 HOLD ------ DOWNS PER DETAIL'H',S2 A $2 SCALE:16"= 1'-0., b Received SEP 17 2019 FOUNDATION LEGEND FOR FOUNDATION PLAN ON DWG.S1 ® = BEARING WALL ABOVE _ SIMPSON HDUS W/SST820 PER DETAIL'H',$2 OR PER DETAIL T,S2 ® = HSS SQUARE COLUMN PER SIZE CALLED OUT (q STRUCTURAL DRAWING&DETAILS BRADLEY ENGINEERING E`^, DATE 9/8/2019 V2R VERSION DATE REVISIONS WWW.BRADLEYENGINEERINGINC.COM V� Q//V ENGINEERED BY O EMORY LOFTS II DAVID BRADLEY,P.E. ��PO FeR�H AUSTIN RAPP 1 7/11/2019 ORIGINAL 611 YEW STREET//BELLINGHAM,WA 98229 Q CHECKED BY (360)752-5795 DAVID BRADLEY 2 9/8/2019 GAZEBO DETAILS w' 140 SOUTH OLYMPIC AVENUE DAVID@BRADLEYENGINEERINGINC.COM W APPROVED BY a f q s`B pro Gig ARLINGTON,WA 98223 FOR QUESTIONS&CHANGES PERTAINING TO THIS DAVID BRADLEY ---- SS ONAL EN PROJECT,CALL AUSTIN RAPP AT(360)325-2515 DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE 0R EMAIL AUSTIN@BRADLEYENGINEERINGINC.COM — — 1ST POUR 2ND POUR SHEATHING PER SHEAR WALL PLAN Ll'' "LONG REBAR TO CONNECT 5"X5"X}"HSS COLUMN 3/4" COLD-JOIST.MATCH SIZE AND 2X6 STUDS @ i6"O.C. �"DIA.X 10 ANCHOR #4 REBAR HOOPS REBAR TO HAVE SPACING OF SLAB REBAR BOLTS @ 48"O.C.7"MIN. ®24'D.C. 2"EDGE COVER (2)t"X10"TITEN HD SCREWS 13"X5"X}"BASE PLATE EMBEDMENT INTO CONC. (8)#4 VERTICAL BARS EPDXIED OR(2)t"THREADED ROD, BELOW BASE 18"ROUND#4 CONT.AT TOPW/2"EDGECOVER EPDXIED,WITH 10"EMBEDMENT fpPERT AE DETAIL 4"CONC.SLAB OF STEM WALL SONO-TUBE POURED COLD JOINT REBAR LAP= AROUND HSS COLUMN 5"CONC.SLAB (2)#4 CONT.AT TOP 48"BAR DIAMETER OF STEM WALL ?. 6"I IN, 8"X8"Xfg"HSS COLUMN (4) GALV.THREADED � {"SAW CUT OR USE GROOVER ROD EPDXIED WITH ° °4 • MINIMUM I6"EMBEDMENT a ° 14"X14"Xq"BASE PLATE PER 8 IN. p1D R TOOL TO CREATE CONCRETE JOINT INSULATIONRTYIP �\// n /� TIGHT LINE 4 CSLAB n BASE PLATES DETAIL R-10 RIGID AROUND PERIMETER) /� Z INSULATION(TYP. �� 4"DIA. VERTICAL BARS 1 ° ° AROUND PERIMETER) �� TIGHT LINE i SAW CUT OR SLAB TO BE POURED SEE REBAR TABLE �// (8)#4 VERTICAL OOKS INTO FOOTING n� #4 VERTICAL / / MONOLITHICALLY.SAW CUT HORIZONTAL BARS EMENDING MINIMUM NG ° BARS TO.C. e GROOVE JOINT METHOD TO BE PERFORMED SEE REBAR TABLE ° 36" a @ �/ 4 TO 12 HOURS AFTER POUR. ABOVE CONC.SLAB 4 _ 16"AIN. #4 HORIZONTAL (3)#4 REBAR d 2" BARS 6"O.C. .a 2, EXPANSION JOINT WITH (2)#4 CONT. \\/\ HOOPS AT 3"O.C. p a„< ° WATERTIGHT SEALANT REBAR „ 4"DIA.PERF (8)#6 REBAR— 24 i • \ \�\ ,�� 24 DRAIN PIPE SET IN GRAVEL EACH WAY ° ° 4"DIA.PERF REBAR TO HAVE 3" WIDENED FOOTING DRAIN PIPE SET EXPANSION JOINT COVER FROM BOTTOM &REBAR PER PLAN IN GRAVEL A FOUNDATION DETAIL '' NOTES: •SPACE JOINTS®12'O.C.MAX,EACH WAY. n PARKING GARAGE HSS COLUMN G COLUMN BEARING ON •TYPICAL EACH 8X/#3REBARM SCALE:3/4"=1'-0" 24"O.C.EACH WAY OR BXBX10/10 W WM SCALE:3/4"=V-0" / STEM WALL SCALE:3/4"=V-O" TYPICAL CONCRETE SLAB JOINTS (4)t"X10"TITEN HD SCREWS SCALE:1"=V-0" 2X PT PLATE WI Q"X 10" EPDXIED OR(4)t"GALV. 6"X6"X&'HSS COLUMN 2.5" ANCHOR BOLTS @ 6 FT O.C. THREADED ROD EMPDXIED WITH OR J"X 10"SIMPSON 2X STUD WALL PER PLAN,FIRE&SOUND MINIMUM 10"EMBEDMENT 14"X14")t BASE PLATE PER STRONG-BOLT 2 WEDGE BARRIER PER ARCHITECTURAL PLAN 4"CONC. INTERIOR HSS COLUMN 1" ANCHOR OR?X 8"TITEN HD SLAB BASE PLATE DETAIL WELD HSS COLUMN TO k" SCREW ANCHOR @ 6 FT O.C. 4"CONC.SLAB OVER 10 THICK BASE PLATE W/ MIL VAPOR BARRIER .., CONT.3"FILLET WELD @11 ° ALL EDGES n ' ---- (8)#4 VERTICAL a ,2" a HOOKS W/,'HOOKS CENTER WALL COLUMN (3)#4 REBAR 4 SCALE:V=V-0" (4)#4 CONT. HOOPSATWO.C. `, �,• . BASE PLATE \\\\\\\ (8)#5 REBAR EACH WAY UNDIST.SOIL REBAR TO HAVE 3" COVER FROM BOTTOM 5'� B THI KENED SLAB E, HSS COLUMN END INTERIOR BEARING SCALE:3/4"=V-0" NOTE:FIRE 11 SOUND BARRIERS ARE PER ARCHITECTURAL PLANS,STRUCTURAL ELEMENTS ARE PER'S'DRAWINGS 5"X5"Xk"HSS COLUMN (4)J"X10"TITEN HD SCREWS EPDXIED 17"X6"Xi"BASE PLATE Do FASTEN TO POST WITH (4)J%10"TITEN HD SCREWS OR(4)J"GALV.THREADED ROD, �(2)E- R BELOW BASE m (14)1/4"X2-1/2"SDS SCREWS EPDXIED OR(4)1"GALV. 6"X6"Xfe"HSS COLUMN EPDXIED,WITH 10"EMBEDMENT AT DETAIL THREADED ROD EMPDXIED WITH CONT.AT TOP 3"MIN WOOD THICKNESS MINIMUM 10"EMBEDMENT 14"X14")t BASE PLATE PER 4"CONC.SLAB OF STEM WALL 4"CONC. INTERIOR HSS COLUMN LAB BASE PLATE DETAIL 4 °a. P.T.SILL PLATE R-10RIGID, SIMPSONSSTB20 INSULATION(TYP. �� / 4iDIA. I . I (8)#4 VERTICAL 4 °d AROUND PERIMETER) HOOKS W/V HOOKS 10" IN: / / HT LINE 2[ #4 VERTICAL A 2" I (3)#4 REBAR °�d ° a BARS @ 6"O.C. �� I HOOPS AT 3"O.C. (8)#6 REBAR •' a°,. #4 HORIZONTAL ,a I EACH WAY BARS @ 6"O.C. • .A REBAR TO HAVE 3" I ^ COVER FROM BOTTOM 7, I. ��I -----��Y"" 4"DIA.P H HDU5 HOLD DOWN DETAIL C HSS COLUMN INTERIOR BEARING WIDENED FOOTING DRAINPIPEIPE SET 8 REBAR PER PLAN IN GRAVEL scALE:N.T.s. CONCRETE SLAB SCALE:3/4"=1'-0" n CENTER WALL COLUMN ,^,1��4" BEARING SCALE:3/4"=V-0" #4 REBAR WITHIN 0 14 TOP 6"OF WALL HORIZONTALS 0 HSS WELDED TO BASE PLATE H VERTICALS-ALTERNATE 1" 1 W/CONT.4' HOOK DIRECTION .. FILLET WELD CONTINUOUS H HORIRI ZONTALS IN FTG. ip 5"Xl"*'STEEL POST WELDED TO BASE PLATE t"STEEL PLATE W/CONT.*'FILLET WELD 1 HEIGHT W IN VERTICAL HORIZONTAL NOTES: FEET REINFORCING REINFORCING GEOTEST REPORT ACKNOWLEDGEMENT&NOTES: OTY(1)#4 1. WIDE FLANGE BEAMS TO CONFORM TO ASTM A992 STEEL Fy=50 ksl Fu=65 ksi BETTER INTERIOR HSS BASE PLATE 3 3 �"Aas ensE PLATE 0'-2' #4 4'O.C. OITHIN 6"OF BRADLEY P OF WALL PREPARED FOR THEING INC.HAS READ AND SUBJ CT STRUCTURE DATED APR L 17,2019E GEOTEST REPORT 3. UNLESS NOTED OTHERWISE,STEEL-TO-STEEL STEEL TUBES TO CONFORM CONNEM A500 GR.B CTIONS TO BE " SCALE:1"=V-0" CONTINUOUS FILLET WELD 2'-4- #4 @ 24"O.C. #4 @ 24"O.C. PER GEOTEST RECOMMENDATIONS,THE FOUNDATION AND FOOTINGS SHOULD BEAR 4. ALL STRUCTURAL STEEL TO BE DETAILED AND FABRICATED IN ACCORDANCE WITH CENTER WALL COLUMN Anceos soLrs — --_. (D 4'-6' #4 @ 12"O.C. #4 @ 12"O.C. ON PROOF-ROLLED,UNDISTURBED,MEDIUM-DENSE,SILTY SAND OR SLIGHTLY SILTY THE AISC MANUAL OF STEEL CONSTRUCTION,LATEST EDITION +.ove^x+a^Soso®°e^o.c.mAx. SAND(RECESSIONAL OUTWASH),OR ON PROPERLY COMPACTED STRUCTURAL FILL 5. ALL STEEL WELDING TO BE DONE USING E70 ELECTRODES,AND CONFORM TO AWS 3.W-IN ER FILL. BASE PLATE SCALE:1"=1'-0" wimw+z FROM SILL eno. (DFOOTING FOR 4'-6'FOUNDATION TO BE 24"WIDE PLACED DIRECTLY OVER UNDISTURBED NATIVE SOIL. D1.1,LATEST EDITION NIN. X 8"THICK AND STEM WALL TO BE 8"WIDE. 6. ALL BOLTS FOR STEEL-TO-STEEL CONNECTIONS TO BE ASTM A325 OR BETTER. PREVIOUSLY PLACED FILL SOILS,ENCOUNTERED FROM 3 TO 6 FEET DEEP OVERLYING 7. STEEL-TO-CONCRETE ANCHOR BOLTS TO BE ASTM A307 OR BETTER Nn REBAR TABLE NATIVE'MEDIUM-DENSE,SAND AND SILTY SAND WITH GRAVEL IS TO BE REMOVED. 8. PROVIDE STANDARD WASHERS UNDER ALL NUTS AND ANCHOR BOLTS REQUIREDAT DATE VER. ALL LOCATIONS (n STRUCTURAL DRAWING & DETAILS BRADLEY ENGINEERING Fti 9/8/2019 2 VERSION DATE REVISIONS N WWW.BRADLEYENGINEERINGINC,COM OBE G�He ENGINEERED BY DAVID BRADLEY,P.E. �P eRi AUSTIN RAPP 1 7/11/2019 ORIGINAL c. e ~' EMORY LOFTS II W, A o 811 YEW STREET//BELLINGHAM,WA 98229 G CHECKED BY a O (360)752-5795 DAVID BRADLEY 2 9/8/2019 GAZEBO DETAILS ANCHOR BOLTS TO SILL PLATE 140 SOUTH OLYMPIC AVENUE DAVID@BRADLEYENGINEERINGINC.COM APPROVED BY ~ DAVID BRADLEY """" -"-" --- �s e IsrtaE ` SCALE:3/4"=V-0" ARLI NGTON, WA 98223 FOR QUESTIONS&CHANGES PERTAINING TO THIS S ONAL EN PROJECT,CALL AUSTIN RAPP AT(360)325-2515 DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE OR EMAIL AUSTIN@BRADLEYENGINEERINGINC.COM - USE MIU HANGERS TO USE MIU HANGERS TO HANG CANTILEVER JOISTS HANG CANTILEVER JOISTS TO 3}"X18"RIM(TYp.) STEEL W-BEAM TO 3 eX18"RIM(TYP.) START ALL USE MIU HANGERS TO HUCQ412(TYP.) HUCQ412(TYP.) DETAILTO I PER S4 3"X18"LVL OR GLB RIM HUC0412(TYp.) 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I I I REQUIRED FOR ABOVE MI 1.81,18 OFFSET BEARING WALL 1 O BEAM ON POST OFFSET BEARING WALL - _ a"LVL I I I I I I I I I I I PEAM IN POST ER DETAIL'S,S4 PER DETAILS,Sa I I I I I I 8X8 PT POSTS BEARING ON DBL, - - I I I I I I I I I) I I I I 11 1 USININVERTED R DCQ A8SDSS4 I I I ,I 1 1 1 1 I I I I ' I x1 o OISTS W/BEARING BLOCKS G INV I III I I I I I 110 F FUR DECK JOISTS UP IN BUBBLED TERIO AREA R MATCH X1 O 4X120R 4X120R 4X120R X O X O X O 4X O INTERIOR FLOOR HEIGHT 5"X24"GLB HEADER 1 1 i i -- -- 1 I 6 10 F H R 6X X D H R 6X10 DF HDR 6X10 DF HDR 6X10 DF HDR 1 6X 0 H R 8 10 F H R 6 10 F R 6 10 F DR DBL 18"NCI 70 WOISTS FOR 3 2"X18"LVL OR GLB RIM HUCQ412(TYP.) HUCQ412(TVP.) 3'X18"LVL OR GLB RIM STEEL W-BEAM - HUC0412(TYP.) 3"X18"LVL OR GLB RIM HUCQ412 HUCQ412(TYP.) OFFSET DECK FRAMING USE MIU HANGERS TO TO RIM PER HANG CANTILEVER JOISTS USE MIU HANGERS TO USE MIU HANGERS TO DETAIL'O',S4 TRIPLE JOISTS BELOW HEADER TO BEAR ON HANG CANTILEVER JOISTS HANG CANTILEVER JOISTS EXTERIOR WALL (5)TRIMMER STUDS& TO 3 i"X18"RIM(TYR) TO 3?X18"RIM(TYP.) TO 3 j"X18"RIM(TYP.) (3)KING STUDS(TYP.) 2ND FLOOR FRAMING PLAN BORE HOLE IN NAILER SO TOP OF (2)Z'THRU BOLTS @ 16"O.C. SCALE: 3"=i,-O° NUT IS FLUSH WITH TOP OF NAILER FASTENING NAILER TO STEEL BEAM, 16 PRE-DRILL J"THRU-HOLES RIPPED 3X DF NAILER SIMPSON MIT TOPFLANGE HANGER 2XS STUDS @ 16"o.C. TO BE FLUSH WITH 1}"X18'LVL SCREWED TO TOP& BOTTOM FLANGE OF WOIST W/3" EDGES OF TOP FLANGE LONG 410 SCREWS @ 8"o.c. -JOIST PER PLAN (TYP.)@ ANY FLOOR JOIST WIDE FLANGE STEEL CANTILEVERING MORE THAN 3 FT BEAM PER PLAN 1 6, BLOCKING REQUIRED FLOOR JOISTS PER PLAN (4)a"X3 g SDS SCREWS FASTENING 2X4 TO BOTTOM FLOOR FRAMING NOTES 2'LONG 2X4 @ EVERY JOIST,ENSURE FLANGE OF I-JOIST 1. ALL JOISTS TO BE BRACED/BLOCKED AT BEARING LOCATIONS AND MID-SPAN 2X4 IS PRESSED UP AGAINST STEEL 2. WEB STIFFENERS PER DETAIL'N',S4 REQUIRED AT ALL BEARING LOCATIONS,ABOVE OFFSET BEARING WALLS,AND ABOVE PARTY WALLS BEAM WEB PRIOR TO FASTENING TO 3.. ANY I-JOIST MAYBE SUBSTITUTED SHOULD THEY MEET THE BELOW SPANS: FLOOR JOIST NOTE:DECK JOISTS ARE NOT PERMITTED TO BE SUBSTITUTED 3'MIN.BACK SP LVMLC.NTIL1VrRMS.1P.RT 3.1. 18"NCI 90 @ 12"O.C.=31'MAX SPAN TO EXTENDFLOOR RJOISTO END WITH 2ND FLOOR FRAMING LEGEND ATTACH BOTTOM FLANGE OF 3.2. 18"NCI 90 @ 16"O.C.=29-6"MAX SPAN THE FLOOR JOIST WITH A 1-JOIST TO TOP PLATE W/(2)3" MINUMUM 3 FT BACKSPAN 3.3. 18"NCI 70 @ 12"O.C.=27'-10"MAX SPAN #9 WOOD SCREWS @ 16"O.C. FROM BEARING POINT 3.4, 18"NCI 70 @ 16"O.C.=25'-5"MAX SPAN DWG.S3 . 3.5. 18'NCI 47 @ 16"O.C.=23'-8"MAX SPAN WELD HANGER TO TOP FLANGE OR 2X6 STUDS @ 16"O.0 4. ALL INTERIOR FLOOR JOISTS ARE SIZED FOR 40 PSF LIVE LOAD AND 24 PSF DEAD LOAD(1-1/2"GYPCRETE IS THE MAXIMUM PERMISSIBLE OF STEEL BEAM PER //��\ �+ /'+/� `' SUPPORT + n FLOORING OVERLAY) ® = BEARING WALL BELOW i \ 1\ / 3 J O I S CANTILEVER S U P r O RT 5 STAIRWAY FLOOR JOISTS ARE SIZED FOR 100 PSF LIVE LOAD AND 24 PSF DEAD LOAD MANUFACTURER GUIDELINES 6. DECK FLOOR JOISTS ARE SIZED FOR 60 PSF LIVE LOAD AND 24 PSF DEAD LOAD = BEARING FROM ABOVE 7. ALL FLOOR JOISTS HUNG FROM WOODEN BEAMS OR RIM JOISTS TO BE HUNG WITH HU OR MIU HANGERS(TYP.) —--= STRUCTURAL BEAM OR HEADER(4X10 DF2.U.N.0) SIMPSON BA OR SCALE:T'=V-0" 8. ALL FLOOR JOISTS HUNG FROM STEAL BEAMS ARE PER DETAIL''',S3(TYP.) HSS COLUMN W/APPROPRIATE BASE PLATE PER BASE HB HANGER 9. ALL 2ND FLOOR FRAMING JOISTS BEARING ON INTERIOR OR EXTERIOR WALL MUST HAVE(2)A35 ANGLES AT EACH WALL BEARING ® = PLATE DETAILS LOCATION FASTENING I-JOIST TO DOUBLE TOP PLATE WIDE FLANGE STEEL ]-JOIST PER PLAN 10. 2ND FLOOR FRAMING SYSTEM MUST BE SHEATHED PER DETAIL'S',S5 BEAM PER PLAN 2'LONG2X4@ EVERY JOIST, (4)TX3I"SDS SCREWS (n STRUCTURAL DRAWING & DETAILS BRADLEY ENGINEERING -4 F,�, pATE 9/8/2019 V2R VERSION DATE REVISIONS ENSURE 2X4 IS PRESSED UP FASTENING 2X4 TO BOTTOM GJ WWW.BRADLEYENGINEERINGINC.COM `V� G/ �r ENGINEERED BY AGAINST STEEL BEAM WEB FLANGE OF I-JOIST DAVID BRADLEY,P.E. APO FeR� AUSTIN RAPP 1 7/11/2019 ORIGINAL a cw 6Ra PRIOR TO FASTENING TO EMORY LOFTS 11 811 YEW STREET//BELLINGHAM,WA 98229 tiC CHECKED BY FLOOR JOIST (360)752-5795 DAVID BRADLEY 2 9/8/2019 GAZEBO DETAILS O 140 SOUTH OLYMPIC AVENUE DAVID@BRADLEYENGINEERINGINC.COM FLOOR JOIST HUNG FROM W-BEAM A DAVIIDDBRADDLEY ARLINGTON, WA FOR QUESTIONS&CHANGES PERTAINING TO THIS s,oNA Ea SCALE:1"=T-0" PROJECT,CALL AUSTIN RAPP AT(360)325-2515 i� `- SCALE SIZE DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE OR EMAIL AUSTIN@BRADLEYENGINEERINGINC.COM AS NOTED p - 1 z"DEEP BY 4" COPE TOP AND _- BOTTOM FLANGE 4"X6"X4"THICK STEEL PLATE JOINING W18X71 WIDE FLANGE (4)4"THRU-BOLT ON EA. HALF OF BEAMS ON EA. END OF WEBBING, USE STEEL BEAM SPLICE LINE BEAM SPLICE, (4)4"THRU-BOLT (4)2"THRU-BOLTS TO FASTEN EA. SIDE OF BEAM WEBBING FOR NOTE:USE SAME ® 8 TOTAL FASTENED W18X55 WIDE FLANGE (5)4 DIA.GROUP SHEAR TAB DESIGN CENTER BEAM SPLICE (OR ( ) 4' (A32 STD BOLTS HOLES/ SIDE OF WEB OPPOSITE (4)4'THRU-BOLT ON EA. HALF OF BEAM o o BEAM JOINING LOCATION)@ CONNECTIONS @ BEAM COLUMN SPLICE, (4)4"THRU-BOLT EA. SIDE OF BEAM THE CENTER OF THE HSS APPROX. 12"CANTILEVER 15"LONG 4"x3"xe" ^ W18X71 WEBBING FOR(8)TOTAL 4" FASTENED COLUMN USE 13" BIT FOR DRILLING BEYOND POST A36 ANGLE CONNECTIONS @ BEAM COLUMN CLEARANCE HOLE FOR 3.. 1"CONT 1 4 2 THICK BASE PLATE PER W18X55 BEAM PER PLAN FILLET WED 4 2 THICK BASE PLATE PER W18X71 THRU-BOLT BASE PLATE DETAIL,WELD BASE BOTH SIDES USE 16" BIT FOR DRILLING CLEARANCE BASE PLATE DETAIL,WELD BASE 4'THICK 4"X4"45 DEGREE PLATE TO HSS COLUMN AT ALL HOLE FOR"' THRU-BOLT PLATE TO HSS COLUMN AT ALL GUSSET ON EACH SIDE OF BASE 1i EDGES W/a CONT. FILLET WELD 1., EDGES W/a CONT. FILLET WELD PLATE W/- CONT. FILLET WELD P STEEL CONNECTION 4"THICK 4"X4"45 DEGREE GUSSET ON AT ALL CONTACTING EDGES 5"X5"X1"STEEL HSS COLUMN 1 HSS COLUMN PER PLAN 4 SCALE:1}"=V-0" TO GIRDER EACH SIDE OF BASE PLATE W/4"CONT. FILLET WELD AT ALL CONTACTING EDGES L W18X55 CANTILEVER BASE PLATE COPE TOP OF BE FLUSH n CONT. W-BEAM ON STEEL COLUMN WIDE FLANGE STEEL WITH TOP OF WIDE FLANGE BEAM SCALE:I J"=V-0" BEAM PER PLAN SCALE:1 '=V-0" INTERIOR FLOOR (2) 11 2"LONG 1 J"X18"LVL BEAM JOISTS @ 16"O.C. 6 a"X18'GLB 3 4 X3,X3"ANGLE (4)4"THRU-BOLTS, (2)4" WIDE-FLANGE STEEL WELD ANGLES TO THRU-BOLTS ON EACH BEAM PER PLAN 6J"x24"DECK BEAM WIDE FLANGE WITH SIDE OF BEAM WEB CONT.4' FILLET WELD 13 2"THICK, 12" LONG BASE PLATE USE 1g" BIT FOR DRILLING DIMENSIONED PER END BASE PLATE FUR UP DROPPED DOUBLE AND (4)4"THRU-BOLTS CLEARANCE HOLE FOR 3" TRIPLE JOISTS BEHIND THE 1 DETAILS W/4"CONT. FILLET WELD THRU-BOLTS 4 "O.C. 8 LVL TO MATCH INTERIOR 5 z'X18" GLB AT ALL CONTACTING EDGES WITH DECK JOISTS "x1 FLOOR JOIST HEIGHT STEEL COLUMN @ 16 DOUBLE&TRIPLE "THICK 4"X4"45 DEGREE JOIST FOR DECK � GLB HUNG FROM W-BEAM DETAIL LOAD&BEARING GUSSET W/4' CONT. FILLET WELD HSS COLUMN PER PLAN WALL ABOVE SCALE:1}"=,'-o" 1 DE EPBY 4" AT ALL CONTACTING EDGES COP BOTTO "GLB *MLDQ.ECK DROPPED JOIST DEAIL K W-BEAM ENDING na HSS COLUMN SCALE.14"=P-0" !jig W-BEAM PER PLANSCALE:1�'=r-o" W-BEAM PER PLAN'8"1-JOIST PER PLANRIM JOIST PER PLAN (4)4"DIA.GROUP A(A32WELD @ ALL EDGES }"FILLET WELD @ ALL CONT. OF-JOIST WEB.3 B LONG WEB STIFFENERS DES— END OF RIM JOIST TO BE BOLTS W/STD HOLWELD HSS TO BASE (1)ROW OF(4)8d NAILS FOR 3"GES PLATE W/CONT}"FILLET WELD TO BASE PLATE W/CONT. —7� PLY OR OSB WEB STIFFENERS ON BOTH SIDES WeTIFENRS,(2)R 4)8D NAILS FOR 7"WEB W-BEAM FLANGE � � �/ 11 "LONG 4"X3"Xe"A36 ANn TOP FLANGE OR FACE MOUNT HANGER BEARING STIFFENERS 1 • • p}'g^ ii ONLY,7'LONG WEBSTIFFENERS FOR ALL OTHER •Miry /�� /�/ "CONT.FIL 4"X4"Xa"GUSSET WELDED TO BASE •__®�' BEARING LOCATIONS z(4) DIA.GROUP A(A325) / WELD BOTH SIDES 1 PLATE&HSS COLUMN W/CONT. 4"X4"XJ"GUSSET WELDED TO BASE BOLTS W/STD HOLES FILLET WELD @ALL EDGES '1 7 1„ PLATE FILLET WELD @ALL EDGES L� $�� 2 Z�._,� � WEB STIFFENER DETAIL 11 LONG4°x3'x A36ANGLE SCALE:3/4"=V-0" 1i CONT.FILLET � �� FACE SCREW OPPOSITE RAFTERS W 18X46 END BASE PLATE W 18X71 & W 18X55 END BASE PLATE WELD BOTH SIDES j j/�j j/j j/ TOGETHER WITH MINIMUM(2)J"XY SCALE:1"=V-0" WEB STIFFENER NOTES: 2X8 DF2 RAFTERS @ 24"O.C.(24"' SIDS SCREWS OR SIMILAR(TYP.) SCALE:V=,'-0" O.C.SPACING MEASURED FROM EA.RAFTER MUST BE SCREWED —7" 7„ • WEB STIFFENERS TO BE 3 "LONG FOR TOP FLANGE OR z}^ �� BEAMS BEARING ON POSTS,NOT TO MINIMUM(i)OTHER RAFTER „ F4, , , FACE MOUNT HANGER BEARING ONLY. THE TOP OF THE GAZEBO) • ALL OTHER BEARING LOCATIONS(CONTINUOUS SPANS OVER WALLS/BEAMS)TO BE 6"LONG WEB STIFFENERS �LVLRIM TO CANTILEVERED (1)SIMPSON SDWC75600 SCREW FOR �ANY ABOVE OFFSET BEARING WALL REQUIRES 7"WEB• OEACH RAFTER TO BEAM CONNECTION MINIMUM 6X8 DF2 BEAMS MITERED OVER WELD HSS TO J"BASE PLATE W/ WELD HSS TO J"BASE PLATE WI STIFFENERS @ ABOVE WALL LOCATION SCALE:1}"=1'-0" (TYP.)OR USE H1 HURRICAN TIES 8X8 POSTS,SCREW BEAM TO POST FROM CONT.J"FILLET WELD @ ALL EDGES 1„ CONT.'7'FILLET WELD @ ALL EDGES ANY ABOVE PARTY WALL REQUIRES 6"WEB STIFFENERS TOP OF BEAM WITH(2)SIMPSON HSS COLUMN OUTLINE @ABOVE PARTY WALL SDWH271000SS-R5 SCREWS FOR EA. 5"X5"XJ"HSS COLUMN OUTLINE MITERED BEAMS MUST HAVE BEAM TO POST,FACE SCREW 6X8 BEAMS • • • 4"X4"XJ"GUSSET WELDED TO BASE e • 4"X4"XJ"GUSSET WELDED TO BASE • ® MINIMUM 2.5"BEARING ON TOGETHER AT MITER WITH(3)}"X6"SDS PLATE&HSS COLUMN W/CONT.J" PLATE&HSS COLUMN W/CONT.J" 8X8 POSTS(TYR) SCREWS(TYP.)SEE DETAIL'Z',S4 FILLET WELD @ ALL EDGES , FILLET WELD @ ALL EDGES 7" 8X8 PT POSTS BEARING ON DEL FLOOR JOISTS W18X71 BASE PLATE W18X55 BASE PLATE PER DETAIL'Y',S4 SCALE:1"=V-0" SCALE:1"=V-0" 6X8 DF2 BEAMS MITERED 8X8 PT POST FOR GAZEBO OVER 8X8 POSTS,MINIMUM )( 8X8 GAZEBO POST BEARING 2.5"BEARING(TYP.) SCALE:1/4"=V-0" WEB STIFFENERS FOR ALL INVERTED CCQ88SDS2.5 GAZEBO BEARING JOISTS PER 8X8 PT POST ------ FOR S4 ONLY REQ'D AT FOR ALL 8X8 GAZEBO DATE VER. POSTS LOCATION OF 8X8 POST(TYP.) U) STRUCTURAL DRAWING& DETAILS BRADLEY ENGINEERING FH 9/8/2019 2 VERSION DATE REVISIONS 4�1WWW.BRADLEYENGINEERINGINC.COM G/ FUR OUT DOUBLE JOISTS TO—,-, (2)SIMPSON FACE SCREW �V NF ENGINEERED BY 1 7/11/2019 ORIGINAL Bay MATCH WIDTH OF INVERTED DBL FLOOR JOISTS @ALL SDWH271000SS-RS BEAMS TOGETHER O DAVID BRADLEY,P.E. �P eR/ AUSTIN RAPP Q oe "nsN a Q, GAZEBO POST BEARING EMORY LOFTS II CCQ,USE OSB,PLY,2X SCREWS FROM TOP OF WITH(3)J"X6"SDS 811 YEW STREET//BELLINGHAM,WA 98229 G CHECKED BY LOCATIONS(TYP.) � 2 9/8/2019 GAZEBO DETAILS s MATERIAL,OR SIMILAR(TYP.) BEAM FASTENING 6X8 BM SCREWS(TYP.) (360)752-5795 DAVID BRADLEY TO 8X8 POST(TYP.) O 140 SOUTH OLYMPIC AVENUE DAVID@BRADLEYENGINEERINGINC.COM ��JJJJ APPROVED BY �fy,'FcisTeaT�e?W� ^� 8X8 GAZEBO POST BEARING MITERED GAZEBO BEAMS FOR QUESTIONS&CHANGES PERTAINING TO THIS DAVID BRADLEY ---- ---- ---- s°NnL c n ARLINGTON, WA ^ PROJECT,CALL AUSTIN RAPP AT(360)325-2515 `• ` SCALE SIZE SCALE:3/4"=V-0" SCALE:1^=1'-0° DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE OR EMAIL AUSTIN@BRADLEYENGINEERINGINC.COM AS NOTED D ALL JOISTS FASTENING TO 3}X18" RIM TO USE HU OR MIU HANGERS MIU7.81/18 i y"X18"LVL RIM AT HANG RIM W/ HUCQ412 3,'X18"GLB OR LVL RIM HUCQ412 CANTILEVER(TYP.) HUCQ412 MIU1.81/18 HUCQ412 MIU1.81/18 MIU1.81/18 6X10 DFi HDIR 6X10 DF1 HDR BX10 DF1 HDR 3 J X18"GLB I I I I w 11 1 1 OR LVL RIM 6X10 DF1 HDR ALL CANTILEVER BEAMS TO HAVE BX10 DFt HDR w ALL CANTILEVER BEAMS TO HAVE I I I I I I I I (3)TRIMMER STUDS @BOTH I' (3)TRIMMER STUDS(o)BOTH 1 F• I I BEGINNING OF CANTILEVER 8 x BEGINNING OF CANTILEVER 8 BX10 DF1 HDR END OF CANTILEVER(TYP.) w - END OF CANTILEVER(TYP.) _ x I';al I I I I I 1 I I I I I I Na x I •,I X I I 1 I J1 w`7 18"NCI 47 I-JOISTS c� X l I I I x Im I 16PSF FOR L S8 24IZEDPSF DL D I 3?X11 j'LVL1 I I I I i I I 1 I I I I I I I I I I I I I I( I I I I I I I 3 R LVL RIM 1,-HANG HUC0412 W/ 18"NCI 90I-JOIST @ 16"O.�47SM I I I I r I I 1 I 1 1 1 1 I I I I I 1 (SIZED FOR 40 PSF LL AND TO BEAR ON(3) ( I I I I I I PSF DL) TRIMMER STUDS a(2) 1 1 1 1 1 1 1 1 1 1 I I I I KING STUDS 3}"x11 LVLT I. I 1 I .I 11 I I I I I I I I I ALL FLOOR JOISTS I I I I 1 I 1 HUNG FROM BEAMS OR 11 I 1 BM TO BEAR ON(3) 1 RIM JOISTS TO BE MIU TRIMMER STUDS&(2) OR HU HANERS(TYP.) I I —� 1 I I I I 1"-X18"LVL I 1 I 1 I I KING STUDS(TYP.) 1 "X18"LVC 1 "Xi8"LVL I I I I I I 1 rX18"LVL I. 1 I 1i'y"-X18"LVL 1 q"X18"LVL 1 I ( 11 I I I I I I I I I I CORRIDOR WALL BEAMS TO I I 1 1 I BEAR ON(3)TRIMMER STUDS& ( I I I I I 1 I 2 KING STUDS MINIMUM(TYP.>1 11 I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I 1 I I I 1 I I I I I I I I I I I I ( I I I I I SM TO BEAR ON(3) I I 1 I I TRIMMER STUDS a(2) 1 1 1 1 1 1 1 1 1 1 I e" Cl zI OI T 0P 1 Q. . ( I I I I I KING STUDS(TYP.) I I I I I �SIZ D OR 0 RqSF`L AND 24 BEAMS TO BEAR ON 18"NCI 901-JOIST(c�16" F DL) (4I TRIMMER STUDS 8 18"NCI 90 I-JOIST[�12"O.C. (SIZED FOR 40 PSF LL AND 24 1 i ( (2)KING STUDS(TYP.) I I (SIZED FOR 40 PSF LL AND 24 PSF OL) I I I I I I I I ( PSF OL) 1 � _ I I 6 rX18"GLB � 3"X18"GLB 6j"X18"GLB I I 1 1 ALL FLOOR JOISTS ( I I I I ( I I I I I I HUNG FROM BEAMS OR m I I I RIM JOISTS TO BE MIU Iw I 1 I I I I I I I I I I I OR HOU HANERs(TYP.) `. I ( I I x I I I I I I I I I I I I oR 81 1 1 G) m f I I I 1 1 I 11 I I I 1 I I I I I W G ( I I I I ALL CANTILEVER BEAMS TO HAVE LL I I i I i ICI � (3)TRIMMER STUDS @BOTH L7 6X10 OF1 HDR I 1 1. 1 I 1 1 6X10 DFt HDR 1 BEGINNING OF CANTILEVER 8 END OF CANTILEVER(TYP.) IIIIII ",.r-- II � r I � � , I111 I11 � � 6X10 DFt HDR 6X10 DF1 HDR 6X11)DF1 HDR 6X10 DF1 HDR 6X10 DF1 HDR MIU1.81118 1'J"X18"LVL RIM MIU1.81/18 MIU1.81/18 I rX18"LVL RIM MIU1.81/18 MIU1.81/18 1'X18"LVL RIM 3RD FLOOR FRAMING PLAN SCALE:t6'= 1'-0" 10D NAILS @ 12"O.C.IN THE FIELD- DIAPHRAGM 4'X8' BOUNDARY CONTINUOUS q"CD/OSB PANEL JOINT FLOOR FRAMING NOTES: 1. ALL JOISTS TO BE BRACED/BLOCKED AT BEARING LOCATIONS AND MID-SPAN 2. WEB STIFFENERS PER DETAIL'N',S4 REQUIRED AT ALL BEARING LOCATIONS,ABOVE OFFSET BEARING WALLS,AND ABOVE PARTY WALLS 3. ANY(-JOIST MAY BE SUBSTITUTED SHOULD THEY MEET THE BELOW SPANS:F*R 2x4 BLOCKING CUTAND NOTE:DECK JOISTS ARE NOT PERMITTED TO BE SUBSTITUTED J R D FLOOR LOOR FRAMING AVING LEGEND FITTED BETWEEN JOISTS 3.1. 18"NCI 90 @ 12"O.C.=31'MAX SPAN DWG.S5 '_4. AT PANEL EDGES.IOD RING 3.2. 18"NCI 90 @ 16"O.C.=29'-6"MAX SPAN SHANK NAILS @ 6^O.C.SEE 3.3. 18"NCI 70 @ 12"D.C.=27'-10"MAX SPAN �R SECTION R-R. 3.4. 18"NCI 70 @ 16"O C.=25'-5"MAX SPAN ® = BEARING WALL BELOW AT NAILS�S o.c. 3.5. 18"NCI 47 16"O.C.=23'_8"MAX SPAN AT BOON ED EDGES D @ = BEARING FROM ABOVE suPPoareD EDGES �� 4. ALL INTERIOR FLOOR JOISTS ARE SIZED FOR 40 PSF LIVE LOAD AND 24 PSF DEAD LOAD (1-1/2"GYPCRETE IS THE MAXIMUM PERMISSIBLE FLOORING OVERLAY) ——= STRUCTURAL BEAM OR HEADER(4X10 DF2 U.N.0) . ... . . . . . .. . . . . 5. STAIRWAY FLOOR JOISTS ARE SIZED FOR 100 PSF LIVE LOAD AND 24 PSF DEAD LOAD 6. DECK FLOOR JOISTS ARE SIZED FOR 60 PSF LIVE LOAD AND 24 PSF DEAD LOAD HSS COLUMN W/APPROPRIATE BASE PLATE PER BASE 7. ALL FLOOR JOISTS HUNG FROM WOODEN BEAMS TO BE HUNG WITH HU OR MILL ® -.PLATE DETAILS ' HANGERS(TYP.) 2x BLOCKING 8. ALL FLOOR JOISTS HUNG FROM STEAL BEAMS ARE PER DETAIL'(;S3(TYP.) (OR LAID FLAT) R-R DATE VER. FL°oR JOISTS @16°C(TYP) SEC. Cn STRUCTURAL DRAWING & DETAILS BRADLEY ENGINEERING FjV 9/8/2019 2 VERSION DATE REVISIONS cn WWW.BRADLEYENGINEERINGINC.COM Ov o"N ENGINEERED BY P F AUSTIN RAPP 1 7/11/2019 ORIGINAL o 0 �Ra i n FLOOR DIAPHRAGM BLOCKING I EMORY LOFTS II 811YEDAVID STREET//B �� R�,V of wns Pow 811 YEW STREET//BELLINGHAM,WA 98229 CHECKED BY (360)752-5795 DAVID BRADLEY 2 9/8/2019 GAZEBO DETAILS SCALE:a"=1'-0" O 140 SOUTH OLYMPIC AVENUE DAVID@BRADLEYENGINEERINGINC.COM APPROVED BY FOR QUESTIONS&CHANGES PERTAINING TO THIS DAVID BRADLEY / ASS oNnipE o\ ARLINGTON, WA PROJECT,CALL AUSTINRAPPAT(360)325-2515 � � � SCALE SIZE DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE OR EMAIL AUSTIN@BRADLEYENGINEERINGINC.COM AS NOTED I D --- __ 117 -- ---- I I 1 7_1 { 1 I I 771 1 I I I I l l 1 I 1 � � � iI � IIII I I I I :3p I I I I I I i I i I I I I I I I I I I I I I I I I I I I I j I I . ALL ROOF RAFTERS I I I I I I I I I I I I I I I I I I I I I I I HUNG FROM BEAMS OR 18"NC170 IJOIST I RIM JOISTS TO BE MIU RAFTERS @ 24"O.C. I I I I I I OR HU HANERS(TYP.) LLLL ----4 , 1t"X18"LVL 1'�"X78"LVL 1 Jq"X18"LVL I I I I I T"X78"LVL I I I 1'y"X18"LVL I I 1 X18'LVL I I I 1 I I I I I CORRIDOR WALL BEAMS TO I I I BEAR ON(3)TRIMMER STUDS 8 I I I 12 KING STUDS MINIMUM(TYP.) I I I I I I I I I I I I I ( I I I I I I I I I I I I 1 I I I ( I I I 18"NCS 71-JOIST ALL ROOF RAFTERS I I , RAFTERS @ 2,-O.0 HUNG FROM BEAMS OR RIM JOISTS TO BE MIU OR HU HANERS(TYP.) I —�3?Xi I G I ^x1a"QLB BEAMS TO BEAR ON I —� 3}X78'GLB�" " VL OR siuos(TYP.)(2)KN - H-t II IIIfIIIIII II � III I I I II MH I I I I I I I I I I 2UJ.LL Li_.J ROOF FRAMING PLAN SCALE 16' ROOF PARAPET HEIGHT PER ARCHITECTURAL. PLANS I-JOIST RAFTERS PER PLANS. 10D NAILS @ 12'O.C.IN THE FIELD 2X6 STUDS @ 16"O.C. CONTINUOUS FROM 3RD FLOOR TO TOP OF ROOF PARAPET DIAPHRAGM BO 4'XS' UNDARY CONTINUOUS .Z,CD PLY PANEL JOINT ., Moi 1(IU OR HU HANGER(TYP.) }^X18"LSL RIM LEDGER WITH(4)ROWS ROOF FRAMING NOTES: OF tX4 J"SDS SCREWS(OR EQUIVALENT) 1. ALL I-JOIST RAFTERS TO BE BRACED/BLOCKED AT BEARING MID SPAN FROM BEARING OD NAILS @ 6'O.0 AT .. R m 2X4 BO CKING CUT AND INTO EACH STUD @ 16"O.C. POINTS R OO C FRAMING A IVG LEGEND D1IAPHRAGM BOUNDARY � FITTELBETWEEN JOISTS —L AND SUPPORTED EDGES. . . . . ., . . . . AT PANEL EDGES,10D RING 2. WEB STIFFENERS PER DETAIL'N',S4 REQUIRED AT ALL BEARING LOCATIONS DWG.S6 . . .. . . .. �R SHANK NAILS @ s^O.C.SEE p 3. ANY 1-JOIST MAY BE SUBSTITUTED SHOULD THEY MEET THE BELOW SPANS: secrloN R-R. n ROOF RAFTER HANGING & PARAPET 4. ALL ROOF MEMBERS ARE SIZED FOR 25 PSF LIVE LOAD AND N PSF DEAD LOAD ® = BEARING WALL BELOW . 5. ALL RAFTER JOISTS HUNG FROM WOODEN BEAMS TO BE HUNG WITH HU OR MIU HANGERS(TYP.) DETAIL ET A I 1 SCALE:3/4"=1'-0" 6. ALL HEADERS TO BE 4X10 DF2 UNLESS OTHERWISE NOTED --___ STRUCTURAL BEAM OR HEADER-HEADERS TO BE 4X10 . _ G !"'� L 7. ROOF MUST BE SHEATHED PER DETAIL'T,S6 DF UNLESS OTHERWISE NOTED 8. BEAMS MUST BE BEARING ON AS MANY STUDS AS THEY ARE WIDE WITH(1)KING STUD ON EA.SIDE TLI.R OKING AID FLAT) SEC.R-R � STRUCTURAL DRAWING & DETAILS BRADLEY ENGINEERING -4 F,�, pA9/8/2019 �2R' VERSION DATE REVISIONS TRUSSES @24"O.C.(TYP.) m WWW.BRADLEYENGINEERINGINC.COM � G/ QV HF ENGINEERED BY P F AUSTIN RAPP 0 DAVID BRADLEY,P.E. � 1 7/11/2019 ORIGINAL R7 � of wash o nG ROOF DIAPHRAGM BLOCKING � EMORY LOFTS II 811 YEW STREET//BELLINGHAM,WA 98229 tiG CHECKED BY (360)752-5795 DAVID BRADLEY 2 9/8/2019 GAZEBO DETAILS 2 s ti SCALE:a"=1'-0" 140 SOUTH OLYMPIC AVENUE DAVID@BRADLEYENGINEERINGINC.COM APPROVED BY BRADLEY - Fss crsreaEN� ARLINGTON, WA FOR QUESTIONS&CHANGES PERTAINING TO THIS DAVIDoNaL PROJECT,CALL AUSTIN RAPP AT(360)325-2515 ` i� SCALE I SIZE DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE OR EMAIL AUSTIN@BRADLEYENGINEERINGINC.COM AS NOTED p - - SW8 SW8 SW8 SW8 SW8 SW5 SW5 SWB SW8 SW8 SW8 SW8 ra 0 mom 7SW8 SW8 SW8 SW8 NE y N y� WALLS INSIDE BUBBLE OUTLINE ONLY REQUIRE PLYWOOD SW5 SHEATHING ON ONE SIDE N SW5 N SW5 NOTE: IT IS PERMISSIBLE TO SUBSTITUTE ANY EXTERIOR SHEAR WALL SHEATHING WITH 16" FLAMEBLOCK. THE INNER SIDE OF THE WALL MUST REMAIN AS CALLED OUT, NAIL sws SIZES, NALING PATTERN, AND ETC. ALL MUST BE FOLLOWED AS CALLED OUT IF SUBSTITUTING FOR LP FLAMEBLOCK. N SW5 m REM SW5 ® SW5 N SW8 SW5 S # sSW8 SW8 SW8 ® S ®W8 ® W5 SW8 SW5 SW8 SW8 MAIN FLOOR SHEAR WALL PLAN SCALE:16' E"PLY OR OSByl STUDS PER PLAN STUDS PER PLAN PER PLAN SHEATHING CS16,3 LONG 6 O.C.AND AT 8d NAILS®12"O.C. SHEATHING 16d NAILS @ 12"O.C. SHEATHING ENDSYSTUDS 6d NAILS @ 12"O.C. SHEAR WALL LEGEND OSB J"PLY OR OSS ®ALL CORNERS �"SUB-FLOOR ]"SUB-FLOOR AT MIDDLE OF SUB-FLOOR PER SHEAR WALL TABLE,S7 EDGE NAIL PER JOIST PER PLAN BOTTOM PLATE JOIST PER PLAN WALLS ARE PW,PRESCRIPTIVE WALL,UNLESS NOTED NOTE BELOW EDGE NAIL 'Al PER NOTE STRIP OF OSB OR PLY PW = OTHERWISE.7116"OSB OR 16/32"PLY ON ONE SIDE OF WALL, BELOW SHEATHING OVER RIM O UNBLOCKED,8d NAILS AT 6"O.C.ALONG EDGES,12"O.C.IN SHEATHING Al AND FASTENED TO SHEAR WALL TABLE THE FIELD.HOLD DOWNS ARE NOT REQUIRED. SPLICE END OF FULL BOTTOM PLATE OF UPPER WALL AND TOP SHEARWALL5 PER SHEARWALL TABLE,S7. LENGTH ) MIN.THICKNESS SW5 = 5/8"CD PLY ON BOTH SIDES OF WALL,BLOCKED, EDGE NAIL PER PLATE OF LOWER WALL SHEATHING ON EDGE NAILING/ JOIST PER PLAN SHEATHING EDGE NAIL PER PANEL DGES BLOCKE OF EDGE LATERAL RESISTANCE(PLF) 10d NAILS AT 3"O.C.ALONG EDGES,12"O.C.IN THE FIELD. NOTE BELOW NOTE BELOW WALL SHEATHING ONE OR BOTH OR UNBLOCKED NAIL SIZE FIELD NAILING LOAD TRANSFER MEMBERS 8 SILL ® HOLD DOWNS REQUIRED WHERE SPECIFIED. DOUBLE TOP PLATE fig"PLY OR OSB OUBLE TOP PLATE �"PLY OR OSB SIDES OF WALL ® DISTANCE(MAX) ® PLATE SHEARWALL S PER SHEARWALL TABLE,37. PLY OR OSB SHEATHING SHEATHING ENDS DOUBLE TOP PLATE WIND SEISMIC J" AT MIDDLE OF /e"OSB OR gy p" SW8 = 7/16"OSB OR 16132"PLY ON BOTH SIDES OF WALL,BLOCKED SHEATHING TOP PLATE PW ONE UNBLOCKED Bd 6"/12"O.C. NO 2X(NOMINAL) 300 240 8d NAILS AT 3"O.C.ALONG EDGES,12"O.C.IN THE FIELD. PLY HOLD DOWNS REQUIRED WHERE SPECIFIED. A)SHATHING JOINT TO BE LOCATED 2"OR MORE A)SHEATHING SPLICE IN MIDDLE OF SW4 Vie'DEB OR 1%2" ONE BLOCKED 8d 3"/12"O.C. YES 2X(NOMINAL) 685 490 SHEARWALL 4 PER SHEARWALL TABLE,S7. FROM TOP OR BOTTOM EDGE OF RIM JOIST. BOTTOM AND TOP PLATE AS SHOWN Me"OSB OR 16/3p" SW4 7/16"OSB OR 15/32"PLY ON ONE SIDE OF WALL,BLOCKED OPTION A OPTION B OPTION C SW8 PLY BOTH BLOCKED 8d 4"/12"O.C. YES 2X(NOMINAL) 980 700 ® = Sd NAILS AT 3"O.C.ALONG EDGES,12"O.C.IN THE FIELD. -- HOLD DOWNS REQUIRED B20 PER DETAILSPECIFIED. TYPICAL FLOOR TO FLOOR CONNECTION SW5 %'CD PLY BOTH BLOCKED 10d 4"/12"O.C. YES 2X(NOMINAL) 1400 1020 0 = SIMPSON HDU5 W/SSTB20 PER DETAIL'H',82 GW3 'GWB BOTH BLOCKED #6 7 S or W 4"/16"O.C. NO 2X(NOMINAL 300 300 1-1/4"Sc ws ) = SIMPSON MST48 FLOOR TO FLOOR STRAP TIE PER NOTES: (D PLY=COX,C-C,OR C-D PLYWOOD.OSB OF SIMILAR THICKNESS AND SPAN RATING MAY BE SUBSTITUTED FOR PLYWOOD. DETAIL'W',S8 (1) BOTH OF THE OPTIONS SHOWN ABOVE ARE STRUCTURALLY ACCEPTABLE. (2) IF THE FULL LENGTH SHEATHING EXTENDS OVER THE RIM(NO SHEATHING m NAILS SHALL BE COMMON OR GALVANIZED BOX,UNLESS NOTED OTHERWISE. NOTE:ANY WINDOW,GARAGE,OR OTHER OPENINGS ON EVERY FLOOR JOINTS EXISTS IN THE VICINITY OF RIM JOIST,DOUBLE TOP PLATE,AND SOLE ® FOR WALLS DESIGNED TO HAVE LOADS TRANSFERED AROUND THE WINDOW OPENINGS,DOUBLE STUDS MUST BE PLACED ON EITHER SIDE OF EACH WINDOW REQUIRE LATERAL STRAPPING PER DETAIL'V'ON S8 PLATE)THEN NEITHER OF THE TWO CONNECTION OPTIONS ARE REQUIRED. - WITH EDGE NAILING ALONG BOTH STUDS. EDGE NAILING: - ® NO HOLD-DOWNS ARE REQUIRED FOR THIS SHEARWALL . NON-SHEARWALL(PRESCRIPTIVE/CONVENTIONAL)8d NAILS @ 6"O.C. • SHEARWALLS,SEE SHEARWALL TABLE. NOTES: (1)AS AN ALTERNATIVE TO THE SSTB20 HOLD-DOWN ANCHOR BOLTS,USE t"ALL-THREAD/THREADED ROD A-307 WITH A MINIMUM EMBED OF 10". USE SIMPSON EPDXY-TIE BOLT SYSTEM WITH"SET"HIGH STRENGTH EPDXY. CONCRETE MUST BEAT LEAST 7 DAYS OLD. DATE VER. VERSION DATE REVISIONS (2)UNLESS NOTED OTHERWISE,ALL EXTERIOR WALLS SHALL BE CONSTRUCTED IN ACCORDANCE WITH PW(PRESCRIPTIVE WALL). � STRUCTURAL DRAWING & DETAILS BRADLEY ENGINEERING F, 9/8/2019 2 (3)ALL CONNECTIONS NOT SHOWN ABOVE,SHALL CONFORM TO IBC TABLE 2304.9.1. J WWW.BRADLEYENGINEERINGINC.COM GI OV tiF ENGINEERED BY O P F AUSTIN RAPP 1 7/11/2019 ORIGINAL c. eqq —" EMORY LOFTS II DAVID BRADLEY,P.E. �� '/tv aP o MA 811 YEW STREET H BELLINGHAM,WA 98229 G CHECKED BY 7 —' (360)752-5795 ---�� DAVID BRADLEY 2 9/8/2019 GAZEBO DETAILS w $ O 140 SOUTH OLYMPIC AVENUE DAVID@BRADLEYENGINEERINGINC.COM APPROVED BY FOR QUESTIONS&CHANGES PERTAINING TO THIS DAVID BRADLEY fss/pNALaE� ARLI NGTON, WA PROJECT,CALL AUSTIN RAPP AT(360)325-2515 ` i� SCALE SIZE DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE OR EMAIL AUSTIN@BRADLEYENGINEERINGINC.COM AS NOTED D ---- ---- ---. a 3 r L �F-T -T-1 L ____ - i_� L , i� =L� NOTE: IT IS PERMISSIBLE TO USE MST36 STRAPS WHERE STRAPPING IS REQUIRED ON THE SECOND FLOOR SHEAR WALL PLAN Lj_1 ILFr SECOND FLOOR SHEAR WALL PLAN SCALE:16"= 1'-0" SHEATHING BOARD SPLICE LINES 24"LONG CS16 STRAP TYING TWO SHEAR �f SHEATHING BOARDS TOGETHER,12" (12)10d NAILS MIN SI IEAR WALL LEGEND 5 OF COVERAGE ON EACH BOARD,TO END PER SHEAR WALL TABLE,S7 BE PLACED 2"ABOVE AND BELOW CONNECT MST48 TO LENGTH THE SPECIFIED OPENING(S) WALLS ARE PW,PRESCRIPTIVE WALL,UNLESS NOTED DOUBLE STUDS PW = UUTHERWISE.7/16"NBLOCKED,Bd NAILS AT6 OR"D.C.ALONG DGES5/32"PLY ON ONE ID2OO.C.IN 0 THE FIELD.HOLD DOWNS ARE NOT REQUIRED. 3/4"SUBFLOOR CLEAR SHEATHING SPLICE THAT SPAN SHEARWALL 5 PER SHEARWALL TABLE,ST LANDS ON EDGE OF SPECIFIED RIM JOIST SW5 _ 5/8"CD PLY ON BOTH SIDES OF WALL,BLOCKED. OPENING(S)REQUIRES CSi6 10d NAILS AT 3"O.C.ALONG EDGES,12"O.C.IN THE FIELD. STRAP ABOVE AND BELOW NO NAILS REQUIRED ® HOLD DOWNS REQUIRED WHERE SPECIFIED. OPENING(S) AT RIM JOIST SHEARWALL 8 PER SHEARWALL TABLE,87. CSMTCIB COIL STRAP,48"LONG. END SW8 __ 7/16"OSB OR 15132"PLY ON BOTH SIDES OF WALL,BLOCKED WRAP STRAP AROUND CANTILEVERED WINDOW(OR DOUBLE TOP PLATEND E LENGTH HOLD DOWNS AT 3 REC.ALONG IRED EDGE SPECIFIED.N THE FIELD. JOIST AS SHOW(TYP.) OTHER) OPENING (12)10d NAILS MIN SHEARWALL 4 PER SHEARWALL TABLE,S7. gW4 = 7116"OSB OR 15132"PLY ON ONE SIDE OF WALL,BLOCKED ® 8d NAILS AT 3"O.C.ALONG EDGES,12"O.C.IN THE FIELD. HOLD DOWNS REQUIRED WHERE SPECIFIED. CSMTCIB FASTENED TO BOTTOM .. _. • IF SHEATHING COMPLETELY OVER-LAPS RIM JOIST AREA THEN = SIMPSON HDU5 W/SSTB20 PER DETAIL'H',S2 OF CANTILEVERED JOIST MST48'S ARE NOT REQUIRED. = SIMPSON MST48 FLOOR TO FLOOR STRAP TIE PER • STRAP TO BE INSTALLED DIRECTLY ON TOP OF SHEATHING DETAIL'W',S6 USE CS16 STRAPS AT EVERY SHEATHING • CMSTC16 COIL STRAPS CAN BE USED INSTEAD OF MST STRAPS NOTE:ANY WINDOW,GARAGE,OR OTHER OPENINGS ON EVERY FLOOR SPLICE THAT LANDS ABOVE REQUIRE LATERAL STRAPPING PER DETAIL'V'ON SB CSMTC16 COIL STRAP @ CANTILEVER BOARDBELOW THE SPECIFIED OPENING(S), n MST48 FLOOR TO FLOOR STRAP TIE INCLUDING ON EDGE OF OPENING(S) (STRAP TO BE INSTALLED DIRECTLY ON TOP OF SHEATHING,WALL SHEATHING (DEMONSTRATED AT THE LEFT SPLICE) SCALE:N.T.S. NOT SHOWN IN DETAIL) SCALE:N.T.S. (n STRUCTURAL DRAWING & DETAILS BRADLEY ENGINEERING Fti DATE ER V2R VERSION DATE REVISIONS NOTE:ANVMST48 VERTICAL STRAPS CO WWW.BRADLEYENGINEERINGINC.COM POVE ENGINEERED NRRAPP TO STRAP OVER C816 LATERAL STRAP O 1 7/11/2019 ORIGINAL B EMORY LOFTS 11 DAVID BRADLEY,P.E. R� � 811 YEW STREET lI BELLINGHAM,WA 98228 � ^'G CHECKED BY (360)752-5795 DAVID BRADLEY 2 9/8/2019 GAZEBO DETAILS �' A V LATERAL STRAPPING AT OPENING 140 SOUTH OLYMPIC AVENUE DAVID@BRADLEYENGINEERINGINC.COM APPROVED SCALE:3/4„=1'-0" DAVID BRADLEY Ef FCI STFRE G ARLINGTON, WA FOR QUESTIONS&CHANGES PERTAINING TO THIS PROJECT,CALL AUSTIN RAPP AT(360)325-2515 ` ` SCALE SIZE DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE OR EMAIL AUSTIN@BRADLEYENGINEERINGINC.COM AS NOTED D --- _. �LJ r-J- THIRD FLOOR SHEAR WALL PLAN SCALE:1,,= l'-0" SHEAR WALL LEGEND PER SHEAR WALL TABLE,S7 WALLS ARE PW,PRESCRIPTIVE WALL,UNLESS NOTED PW _ OTHERWISE.7/16"OSB OR 15/32"PLY ON ONE SIDE OF WALL, O UNBLOCKED,8d NAILS AT 6"O.C.ALONG EDGES,12"O.C.IN THE FIELD.HOLD DOWNS ARE NOT REQUIRED. SHEARWALL 5 PER SHEARWALL TABLE,S7: SW5 = 5/8"CD PLY ON BOTH SIDES OF WALL,BLOCKED. ® 10d NAILS AT 3"O.C.ALONG EDGES,12"O.C.IN THE FIELD. HOLD DOWNS REQUIRED WHERE.SPECIFIED. . SHEARWALL 8 PER SHEARWALL TABLE,S7. SW$ = 7/16"OSB OR 15/32"PLY ON BOTH SIDES OF WALL,BLOCKED 8d NAILS AT 3"O.C.ALONG EDGES,12"O.C.IN THE FIELD. 28888M HOLD SHEARWALL REQUIRED WHERE SPECIFTABLE, U) STRUCTURAL DRAWING & DETAILS BRADLEY ENGINEERING F� DATE V2_ VERSION DATE REVISIONS SHEARWALL 4 PER SHEARWALL TABLE,S7. 9/8/2019 2 SW4 = 7/18"OSBORIS/32"PLY ON ONE SIDE OF WALL,BLOCKED CO WWW.BRADLEYENGINEERINGINC.COM V� C'//V ENGINEERED BY ® 8d NAILS AT 3'O.C.ALONG EDGES,12"O.C.IN THE FIELD. O F 1 7/11/2019 ORIGINAL �a C O,�q P F AUSTIN RAPP wAs o HOLD DOWNS REQUIRED WHERE SPECIFIED. 0 DAVID BRADLEY,P.E. e "�y� • = SIMPSON HDU5 W/SSTB28 PER DETAIL'H',S2 j EMORY LOFTS 11 811 YEW STREET H BELLINGHAM,WA 98229 G CHECKED BY o _ (360)752-5795 DAVID BRADLEY 2 9I8I2019 GAZEBO DETAILS = SIMPSON MST48 FLOOR TO FLOOR STRAP TIE PER CD 140 SOUTH OLYMPIC AVENUE DAVID@BRADLEYENGINEERINGINC.COM ' fss/ s DETAIL'W,Se APPROVED BY �,- NOTE:ANY WINDOW,GARAGE,OR OTHER OPENINGS ON EVERY FLOOR FOR QUESTIONS&CHANGES PERTAINING TO THIS DAVID BRADLEY ____ ___ AL REQUIRE LATERAL STRAPPING PER DETAIL'V ON S8 ARLI N GTON, WA PROJECT,CALL AUSTIN RAPP AT(360)325-2515 � SCALE SIZE DRAWING TO BE PRINTED ON 24"X36"IN ORDER TO BE SCALE OR EMAIL AUSTIN@BRADLEYENGINEERINGINC.COM AS NOTED p ABBREVIATIONS(Used throughout structural drawings) STANDARD STRUCTURAL SPECIFICATIONS - 2015 IBC WOOD FRAMING (E) Existing D.F. Douglas Fir MAX Maximum SPEC. Speciflostlon Default Wood Types:Unless noted otherwise,the material for a structural member is as shown: (N) New DBL Double MFG Manufacturer STD Standard �`of "^HAo� `'4' INTRODUCTION FOUNDATION Posts&Sawn Joists....................................Douglas Fir#2(D.F.2) o°; + (R) Reuse/Remodel EA. Each MIN Minimum STR'L Structural The following Standard Structural Specifications are guidelines and structural requirements for the • Allowable Soil Bearing Pressure=2,500 psf • Beams........................................................4X10 Douglas Fir#2 unless noted otherwise A.B. Anchor Bolt ELEV. Elevation N.A. Not Applicable S.S. Select structural ^' construction of typical residential and commercial structures.The intent of this document is to provide . Frost Zone Depth=18 inches • Studs,Sills,&Plates..................................Hem/Fir(H.F.)or Douglas Fir(D,F.) ARCKL Architectural EXT. Exterior O.C. on center T.O. Top Of 5� Jp64 answers for common structural questions and to hold the builder/contractor accountable to satisfy the Code:Cast-in-place concrete sizing,placing,and testing shall conform to IBC chapter 19 and ACI 318-14. • Blocking&Rim Joists.................................Hem/Fir(H.F.)or floor joist material BLD'G Building FND Foundation Opp, opposite TJI Tms Joist,I series fss cr SirRENp+ minimum structural requirements listed herein. Please familiarize yourself with this documents prior Geotechnical Report: Bradley Engineering Inc. has reviewed the Geotechnical report prepared by • Exposed Structural Members.....................Pressure Treated(P.T.)or Cedar BLK'G Blocking FTG Footing OSB oriented Strand Board TPL Triple ONAL E to starting construction.Contact the engineer of record with any questions or concerns. GeoTest dated December 7th,2018.To ensure that the design parameters Bradley Engineering Inc.used • Glued-Laminated(dry-use).........................24F-V4(GLB) BM Beam GALV. Galvanized PL. Plate TYP. Typical are met,Bradley Engineering Inc,requires that GeoTest's"conclusions and recommendations",in the . Glued-Laminated(wet-use)........................Rosboro Treated'X-Beam' BTM Bottom GLB Glulam Beam PLY. Plywood UNF. unfinished report dated December 7th,2018,are followed. Moisture Content:The max moisture content shall be 19%at the time of installation of connectors,nails, CUG ceiling GA. Gauge P.T. Pressure Treated U.N.O. U—Nmedou,e'xaee REFERENCE CODES&STANDARDS rn Earthwork:Locate and protect underground or concealed conduit,plumbing,and other utilities where new and bolts for framing members. cLR clear G.B. Gypsum Board REINF. Reinforced v.e, vapor Barrier � • International Building Code,IBC 2015 work is performed.Footings shall bear on undisturbed native soils and/or clean fill compacted in lifts of Pressure Treated Lumber:All members in contact with earth/concrete or exposed to the elements shall be CMU Cone.Masonry Unit G.E. Gable End REQ'D Required VERT. Vertical Z Q • Washington State Building Code one foot or less to 95%of a modified proctor per ASTM D1557.Soils shall be firm and unyielding.All pressure treated(P.T.).Colorless end sealer shall be applied immediately to the ends of members after CONC. concrete HORIZ. Horizontal S.F, Square Foot W/ with 0 Z • National Design Specification for Wood Construction,NDS 2015 organic and deleterious material beneath the footings, foundations, and slabs to be removed and fabrication and field trimming. Pressure treatment is not required for members protected by a roof or CONT. Continuous INSUL. Insulation SGL Single W/O without y (� replaced with 4"min.crushed rock compacted to 95%relative compaction.For sub-grade below slabs, overhang 112"minimum overhang required).Cedar may be used in lieu of typical pressure treated lumber, c.s. clear s an NT. Interior SIM. Similar wD wood O co • Wood Frame Construction Manual,AWC 2015 92%relative compaction is acceptable. • Rosboro Treated'X-Beam'shall be used for all applications requiring P.T.glulam beams. tY • Building Code Requirements for Structural Concrete,ACI 318-14 • Minimum Design Loads for Buildings And Other Structures,ASCE 7-16 Surface Drainage:Finished grades are to be at least 6"below wood siding.Lots shall be graded to drain • More Info:http://www.rosboro.com ROOFS t7 surface water away from foundation walls.The grade shall fall a minimum of 6 inches within the first 10 Blocking:Provide 2X or engineered lumber full depth solid blocking between joists and rafters at beam Manufactured Trusses:Unless stick framingis specified on structural drawings,wood trusses are t• be Steel Construction Manual,15th Edition,AISC 2015 feet.If 6 inches of fall Is not possible,impervious surfaces shall be sloped a minimum of 2 percent away and bearing wall locations.Trusses,structural composite lumber,glued-laminated members,and I-joists P 9 , o er engineered t a truss manufacturer(MFG'ail a truss layout is not provided by truss MFG'R,the engineer a, from the building, shall be supported laterally as required by the manufacturer s recommendations. rn assumes that trusses all bear on exterior walls and do not bear on interior walls.DESIGN CRITERIA Footings:All footings shall conform to accompanying structural details.Specified footing dimensions are Bearing:Use a minimum 2-1/2"bearing length for wood framing members unless noted otherwise.Use uJ Lu N DESIGN PARAMETER VALUE SOURCE minimums unless noted otherwise.Bottom of footings to be below frost zone(18"). enough studs to match or exceed beam width unless noted otherwise. Girder Trusses:Truss MFG'R to be responsible for placement of girder trusses.Install triple studs(min) G J directly below all girder trusses.Glued Laminated Members:Glulam beams(GLB)shall conform to the following standards U.N.O. n Seismic Design Category 'D' IBC 1613 Footing Drains:Footing drains shall be provided at the base of all footings and retaining walls which will have earth placed against them. Washed drain rock must extend to within one foot of finished • Lumber.......................................................Douglas Fir-Larch combination,24F-V4 Lateral Bracing:Contractor to install lateral bracing in roof as specified by truss MFG'R. Z Risk Category 'll' IBC Table 1604,5 . Laminations..... ...............................2"Nominal O W grade.Footing drains shall be 4"perforated pipe routed down gradient to daylight, unless otherwise Headers:Bearing wall headers to be 4X10 or 6X8 D.F.2 min(double 2x10 or triple 2x8 OK).Not required — Wand Exposure Category 11 IBC Figure 1 specified. . Conditions of Use.......................................Dry-Use for non-bearing wall headers. a gBasic wind speed(3-second gust) 110 MPH IBC Figure 16.6-1 ) Concrete:Mix and 28 daystrength unless noted otherwise: • Adhesives...................................................APA approved moisture-resistant 9 ............. Over-framing: 2X6 24"O.C.for all non-structural Design Wind Load 16.00 PSF ASCE 7.16 28.8-1 g @ u al over-framing U.N.O. . Basement walls,interior slabs,and foundations not exposed to weather 3,000 psi Engineered Lumber: Engineered lumber offers certain structural advantages over conventional sawn LOAD SOURCE LIVE LOAD DEAD LOAD lumber.All engineered lumber must be APA approved.Install per the aforementioned codes and relevant Access:Attic access shall be provided for attics with an area greater than 30 sq.ft and height greater than > Lu J Roofs 20 psf 15 psf • Garage slabs,porches,steps,and foundations exposed to weather....................3,000 psi manufacturer's installation guides for each type: 30".The minimum opening size is 22"X30". LU N } J N o Reinforced Concrete:Place all reinforcing per plans,details,and applicable code requirements.Lap all . Wood I-Joists:Used extensive) in floor and roof framing m > >Q Floors 40 psf 24 psf y g y U Decks&Balconies 60 psf 24 psf continuous bars 24 X diameter minimum.Reinforcing bars,bolts,anchors,etc shall be securely tied in . Laminated Veneer Lumber(LVL):Built up on site to reduce heavy lifting(see note below) Lu a m m O position prior to concrete placement.Reinforcing steel shall be free of rust and coatings which may inhibit FRAMING CONNECTORS rn m I p Lo LU m F Ground Snow Load 25 psf bonding. • Parallel Strand Lumber(PSL):Ideal for long spans and cantilevers c W c tom > O O W Exterior Wall 12 psf . Laminated Strand Lumber(LSL):Strong and straight engineered lumber Manufacturer: Simpson Strong-Tie construction connectors are specified, however, any nationally Q Z.y Y 4 O j Z > Anchor Bolts:Provide 1"x10"long wet-set,expansion,or titan HD anchor bolts @ 4'O.C.and within 6-12" recognized brand(Silver,KC,etc)may be used provided that they are equivalent in their ability to carry all iL M � w m a ¢ rn Interior Wall 10 psf LVL Option to GLB and PSL's:Multi-ply LVL beams may be used in lieu of PSL or GLB,provided that they rn Q p p ¢ of corners with 3"x3"xJ"square washers. applied loads in all orientations. ¢ Z 2 a U Stairways 100 psf 24 sf are installed according to the following standards: O W U ¢ aJ Adhesive Anchors: Epoxy anchors in concrete shall be Simpson SET-XP or Hilt! HIT-HY 200-R or 1-3/4"LVL's shall be fastened accordingto the usage,connector,and connector spacing guidelines Installation: All Notes: equivalent, installed per MFG's guidelines. For extreme temperature applications, when long-term • 9 P 9 9 prefabricated enema shall b, installed in strict accordance with the manufacturers 1.Vertical loads come from 2015 IBC Table 1607.1,Minimum Uniformly Distributed temperature exceeds 110"F or is less than 0"F,use Simpson Set-3G. considered in International Beams'Technical Bulletin(TB-LVL-2) recommendations and requirements(locations,exposure,end and edge distances,fasteners,etc.). Live Loads • Multi-ply LVL's shall be bolted together with min(3)rows 1/4"self-tapping screws @ 18"O.C.,1.5" 2 Concrete Pier Pads: Pre-cast concrete pier pads are an easily Installed and low cost alternative to Simpson Connectors:Unless noted otherwise,the following Simpson Strong-Tie construction connectors sonotube foundations in certain low-load applications.Such pads may be substituted only if specifically minimum embedment required in all members. shall be used: DEFLECTION LIMITS called out in structural drawings. . The width and height of the multi-ply LVL beam must be equal or greater than the corresponding Q dimensions called out on the engineer's structural drawings • Post Caps:CBTZ,PCZ/EPCZ,BC/BCS STRUCTURAL MEMBER LIVE SNOW LIVE+DEAD Waterproofing:Waterproof all basement walls and crawl space foundations below grade. 4 Wood Structural Panels:APA rated sheathing is required for all wood structural panels.Unless noted . Post Bases:CPTZ,PB/PBS,ABA/ABU/ABW Roof(plaster ceiling) U360 U360 L/240 otherwise,the wood panel for each situation is: ? P . Joist Hangers:LUC/LU/U/HU/HUC,HUTF/HUSTF(top-flange) Roof(non-plaster calling) U240 L/240 L/180 CRAWL SPACE Roof Sheathing:1/2"CDX(recommended)or OSB with ply clips or T&G,10d nails at 6"/12"O.C.,no 47 • I-Joist Hangers:IUS/MIU,ITS/MIT/HIT(top-flange) Roof(not supporting ceiling) U180 L/180 L/120 Vapor Barrier:Cover entire crawl space with class I vapor retardant(e.g.6 mil poly film).Extend 6"up blocking required. Z • foundation walls. • Prescriptive Exterior Wall Sheathing:7/16"OSB or 15/32"CD ply,8d nails at 6"/12"O.C.,no blocking Beam Hangers:HU/HUC/HUCQ/HGUS,LEG/MEG/EG(top-flange) loot Members U380 L/240 Foundation Ventilation:Provide a minimum of 1 square foot of crawl space ventilation per 150 square feet • Exterior Shear Wall Sheathing:per shear wall plans. . Rafter Hangers:LSU/LSSU,LRUZ orizontal Deflection(any case) LI200 of crawl space area.Space vents evenly to provide cross ventilation.Cover with J"corrosion resistant Interior Wall Sheathing:1/2"Drywall,10d nails at 6"/12"O.C.,no blocking required. . Truss and Rafter Connection:H1,H2.5A,or SDWC15600 at each heel to double plate ,� arm Buildings&Greenhouses U180 mesh screen. • Floor Sheathing:3/4"CD or OSB,Bell nails at 6"/12"O.C.,glued&nailed. • Shearwall Holdowns:HDU/DTT with SSTB/PAB.STHD14 or STHD14RJ strap-type hold-downs may ong Spans(>20 feet) U480 . Panel Adhesive:Per APA Spec AFG-01 be used in lieu of aforementioned holdowns I Sliding Glass Doors U600 SLAB ON GRADE Shear Walls:3/8"thick(minimum)APA rated sheathing is required for all exterior walls.See shear wall Floor-to-floor Strap-Ties:HDU2,MST48 v 1 7 Notes: Slabs on Grade:See foundation plan for concrete slab thickness,reinforcement,and finish requirements. plans and shear wall table for sheathing grade,thickness,and nail spacing. . Deck Tension Ties:DTTZSta!rs:Use(3)2X12 D.F.2 for stringers t� 1.The above minimum deflection limits are required by the 2015 IBC Table 1604.3. Garage Slabs:Unless noted otherwise,garage slab shall be 4"concrete slab with#3 rebar at 24"O.C. Fastener Requirements:The number and size of fasteners connecting wood members shall not be less Studs:For headers from 0-6'long,(2)studs are required(1 trimmer and 1 king stud).For spans over 6', h These deflection limits are used unless noted otherwise. each wayor 6x6 woven wire mesh,over 6 mil of vapor barrier over 4"compacted crushed rock. than that set forth in IBC Table 2304.10.1. y poly P P use(3)studs(2 trimmers and 1 king stud).Include additional trimmers as specified. � y 18"thickened slab with(1)#4 continuous rebar required at garage opening. Steel Notes: Stud Walls:2X6 exterior stud walls are required per IBC table 2308.5.1. C GENERAL REQUIREMENTS Interior Slabs:Unless noted otherwise,interior slabs shall be 4"concrete slab with 6x6A woven wire • All structural steel )etas&she es to conform to a m!nlmum ASTM A-36.Structural steel tubes to ~ to V Stud Holes&Notching:Notch and hole size may not exceed the following max percentage of stud width: P P rJ ` Codes:All materials and work shall adhere to the minimum requirements of the Reference Codes mesh over 6 mil poly vapor barrier over 2" rigid insulation (where insulation is required) over 4" . Bearing walls:Hole-40%of total stud width,Notch-25%of total stud width conform to ASTM A500 Grade B or better. V o &Standards listed above.Contractor shall be responsible to comply with OSHA,State Labor,and compacted crushed rock. . Non-bearing walls:Hole-60%of total stud width,Notch-40%of total stud width . Unless noted otherwise,all steel-to-steel connections to be}"continuous fillet weld. ® iy Industry Standards.Contractor assumes full responsibility Of construction methods used,safety Reinforcing:Reinforcing bars or woven wire mesh shall be as noted on plans and shall be placed 1-1/2" . In all cases,hole edges must be at least 5/8"from edge of the stud . C4 provisions employed,and the finished condition of the structure. above the bottom of the slab. g 9 All structural steel to be detailed and fabricated in accordance with the AISC manual of steel 44 rn . If these requirements cannot be met,an additional stud may be installed adjacent to the existing stud construction,latest edition. rig N Construction Personnel:Only competent personnel familiar with construction and safety practices Drainage:Slabs that drain(garages,porches)shall be sloped J"T"per 1'. and flush against the wall sheathing W W W relevant to the project should be employed to assemble and construct the work. y P Flatness:Floor slabs shall be level to within J"in any ten foot length.Flatness shall be checked with a 10 9 9 all steel welding to-s done using E70one electrodes and conform to AWS D1.1,latest edition. V a to 2 W Project �, P I g P P foot straight edge within 24 hours of placement. • All bolts for steel-to-steel connections to be ASTM A325 or better. W tb Construction Methods and Safe The project drawings and specifications represent the . Steel-to-steel concrete anchor bolts to be A307 or better. W I Concrete Topping: If specified on drawings,concrete topping may be installed over floor joists.The shed structure and do not indicate methods, procedures, or sequence of construction.The J N concrete topping on a floor shall be installed per manufacturer's specifications.The topping shall not . Provide standard washers under all nuts and bolts. q "' N W builder must take necessary precautions to maintain and ensure the integrity of the structure v� , to N duringconstruction.BradleyEngineering,Inc.will not enforce safe measures or regulations,nor exceed 1-1/2"in thickness and shall be less that 18 psf(12 psi per inch thick). F i W will the owner or designer. Therefore, the contractor shall design, construct, and maintain all Connection to Interior Walls: Interior walls shall be connected to concrete slab with}"x10"long N F q o q safety devices and follow all pertinent regulations. anchor bolts tip 6'O.C.or 1/4"split pins @ 32"O.C.. q q t;co Temporary Support: The builder must provide adequate temporary support to all walls, roofs, E,, d e beams, and floors during construction. Design of these supports are not included unless ALLOWABLE HOLES-Headers and Beams 2� 00 C4 m q 0. specifically shown.Contractor is responsible for the adequacy of all temporary support systems. Specifications:All notes,call-outs,and details included within this design package are required Bx diameter of the Hatched areas represent allowable unless specifically noted otherwise. largest hole(min) hole zones for headers and beams Verification:Verify all dimensions,elevations,and site conditions before starting work.Notify the r—ue� ax0 r—us—I 0 owner of any discrepancies. Da I r I-_I'Notes and details on the structural drawings take precedence over the Standard D D Dre D W Structural Specifications and typical details. Written dimensions take precedence over scaled L D4 LU drawing dimensions.Structural notes and details on the structural drawings take precedence over u4 Lrz u4 LU the architectural drawings. L tY Errors: The contractor is responsible to check the plans and site conditions and to notify the Hole Size:The hole diameter should not exceed 2" LLI architect/designer/engineer of record of any errors or omissions prior to the start of construction. or 1/10 the beam depth,whichever Is smaller. (yJ D Changes:Written approval from the engineer of record is required for an structural changes to U-1 Z �_ PP 9 q Y 9 General Notes 0� the provided drawings. Changes may be made "in the field"with written consent of Bradley .These 9uidellnes ereappllcableto elued-laminated.sond.mr,and engineered Nmber \w •Allowed hole zone eNteble rot Headers and beams wIM unaorm loads Dory Engineering.Please provide tired-lined drawing or sketch of desired change(s)to provide context J /,Reundholeeonly Q Q and applicable information. ,Wholes mcentlle,ren 0 Substitutions: Provide manufacturer's approved product evaluation reports and a list of all •DONOTc nolch,orddllhoaealnhwde,acrbm,,,,capteeindlcetedinillusVdon — proposed substitutions to the owner for approval before installation. U Similar work:Where construction details are not shown or noted for any part of the project,the D J area shall be constructed in the same manner as similar work shown on the drawings. Modification of Structural Members: Cuts, notches, and holes bored In trusses, structural U) LL Z composite lumber,glue-laminated members,or kJoists are prohibited except where permitted by J O = the manufacturer's recommendations or as shown on this page.(See ALLOWABLE HOLES) J O 9 } o Scope of Work:The scope of work of Bradley Engineering,Inc.is limited to the vertical and lateral LLI 0Y Z analysis of the subject structure. Bradley Engineering,Inc.takes no responsibility for items not Z Q 0 J specifically addressed in the calculations,drawings,or call-outs. U-1 :;Ezzr lY Completion of Work:Submittal of these structural drawings to the client completes the present LLI Q scope of work and budget of Bradley Engineering, Inc.Other consultation,design,calculations, sketches,Inspection,etc.after submittal of this report shall be billed on an hourly basis. S10 of 10 CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 �' PHONE (360) 403-3551 BUILDING PERMIT Address: 140 S Olympic Avenue Permit#:2733 Parcel#:31051100100800 Valuation:2853396.60 OWNER APPLICANT CONTRACTOR Name:GRANDVIEW NORTH LLC Name:GRANDVIEW NORTH LLC Name:GRANDVIEW NORTH LLC Address:P.O.BOX 159 Address:P.O.BOX 159 Address:PO BOX 159 City,State Zip:ARLINGTON,WA 98223 City.State Zip:ARLINGTON,WA 98223 City,State Zip:ARLINGTON,WA 98223 Phone:360-435-7171 Phone:360-435-7171 Phone:360-435-7171 LIC:GR.ANDNLO13KP EXP:0 611 5/2 02 0 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address; Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC H: EXP: LIC 4: EXP: JOB DESCRIPTION I PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 3 CONST.TYPE: VA DWELLING UNITS: 24 OCC GROUP: B%R-2/S-2 BUILDINGS: I OCC LOAD: TBD by CBO PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY: NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UFNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRC110. SALES TAX'NOTICE:Sales tax relating to constriction and construction materials in the City of Arlington must be reported on your sales tax return form cmlain3101. v �11•k 11-5-19 igna Print Name Date Released By Date CONDITIONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC.DOMAIN(CURBS.SIDEWALKS,DRIVEWAYS,MARQLIEES,ETC.)WILL REQUIRE SEPARATE PERMISSION PERMIT FEES Date Description Fee Amount 11/04/2019 Building Permit Fee $18,262 60 11/04/2019 Building Plan Review Fee $11,870.69 11/04/2019 Park-Community MF $35,928.00 1 1 104/201 9 Park-Mini MF $10,464.00 11/04/2019 Processing/Technology Fee $25.00 11/04/2019 State Surcharge-Commercial $25.00 11/04/2019 State Building Code Surcharge Fee $6.50 11/04/2019 State Surcharge per Dwelling $46.00 Total Due: $76,627.79 Total Payment: $0.00 Balance Due: $76,627.79 CALL FOR INSPECTIONS BUILDING (360) 403-3417- Call by 3:30 pm for next day inspection. When calling for an inspection please leave the following Information: Permit Number,Type of Inspection being requested,and whether you prerer morning or afternoon � y :e ,� I I V/ CO? SAFEbUilt , PLAN REVIEW COMMENTS 1 C DATE: 10-1-2019 TO: EMORY LOFTS PHASE II FROM: Lou Whitford PHONE: 360-435-7171 PHONE: 206-503-5948 EMAIL: gv@grandviewinc.net EMAIL: Iwhitford@safebuilt.com PERMITS#: BLD 2733 OCCUPANCY GROUP: R-2, B, PROJECT: Apartments/ business complex TYPE OF CONSTRUCTION: V-B ADDRESS: 18506 Smokey Pt. Blvd NUMBER OF STORIES: 3 SAFEbuilt Inc. has reviewed the projects below documents for conformance to the provisions of the 2015 International Building Code, Uniform Plumbing Code, International Fuel Gas Code, International Mechanical Code and International Energy Conservation Code as adopted and amended by the State of Washington and the City of Arlington. The permits referenced above is recommended for release of the reviewed construction documents for this project. All outstanding comments have been addressed in an adequate fashion and no comments remain. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Low 1A/ki fora. Senior Plans Examiner 1621 114th Ave SE, Ste 219 Bellevue, WA 98004 lwhitford@safebuilt.com i Structural Calculations Emory Lofts II 140 South Olympic Avenue Arlington, WA July 11 th, 2019 Contents 2-3 Standard Structural Specifications 4-10 Lateral Analysis 11-88 Vertical Analysis .� o ` 37964 AFC 1 S T ERF'� i SS/ONAt �av The engineers seal and signature above indicates that the engineer of record assumes full responsibility for the subject structure. Structural drawings S1 through S10 have been signed and sealed by the engineer of record and represents a required element of the building specifications. No other changes or modifications are required. Notes. Disclaimers: • Bradley Engineering,Inc.takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. BRADLEY ENGINEERING, INC. 811 Yew St. Bellingham, WA 98229 Ph. (360) 752-5795 REVISED Received �1 277'l3 ,. I� 1 . - � : 2 ti 0�P eR~@ STANDARD STRUCTURAL SPECIFICATIONS —►Q�j INTRODUCTION The following Standard Structural Specifications are general guidelines and structural requirements for the construction of typical residential and commercial structures. The intent of this document is to provide answers for common structural questions and to hold the builder/contractor accountable to satisfy the minimum structural requirements listed herein. Please familiarize yourself with this documents prior to starting construction. Contact the engineer of record with any questions or concerns. REFERENCE CODES & STANDARDS International Building Code, IBC 2015 Washington State Building Code • National Design Specification for Wood Construction,NDS 2018 Wood Frame Construction Manual,AWC 2018 • Building Code Requirements for Structural Concrete,ACI 318-14, Minimum Design Loads for Buildings and Other Structures,ASCE 7-16 Steel Construction Manual, 151h Edition,AISC 2017 TABLE 1: LATERAL DESIGN CRITERIA Design Parameter Value Source Seismic Design Category D IBC 1613 Risk Category 11 IBC Table 1604.5 Wind Exposure Category B IBC 1609.4.3 Basic Wind Speed 110 mph IBC Figure 1609.3(1) Design Wind Load 16.00 psf ASCE 7-16 28.6-1 TABLE 2: VERTICAL DESIGN CRITERIA Load Source Live Load Dead Load Roof Diaphragm 20 psf 15 psf Floor Diaphragm 40 psf 24 psf Decks &Balconies 60 psf 24 psf Ground Snow Load 25 psf - Roof Snow Load 25 psf - Exterior Wall - 12 psf Interior Wall - 10 psf Interior Partition - 8 psf 3 GENERAL REQUIREMENTS Codes: All materials and work shall adhere to the minimum requirements of the Reference Codes & Standards listed above. Contractor shall be responsible to comply with OSHA, State Labor, and Industry Standards. Contractor assumes full responsibility of construction methods used, safety provisions employed, and the finished condition of the structure. Construction Personnel: Only competent personnel familiar with construction and safety practices relevant to the project should be employed to assemble and construct the work. Construction Methods and Project Safety: The project drawings and specifications represent the finished structure and do not indicate methods, procedures, or sequence of construction. The builder must take necessary precautions to maintain and ensure the integrity of the structure during construction. Bradley Engineering,Inc.will not enforce safety measures or regulations,nor will the owner or designer. Therefore, the contractor shall design, construct, and maintain all safety devices and follow all pertinent regulations. Temporary Support: The builder must provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of these supports are not included unless specifically shown. Contractor shall be responsible for the adequacy of all temporary support systems. Specifications: All notes, call-outs, and details included within this design package are required unless specifically noted otherwise. Verification: Verify all dimensions, elevations, and site conditions before starting work. Notify the owner of any discrepancies. Conflicts: Notes and details on the structural drawings take precedence over the Standard Structural Specifications and typical details. Written dimensions take precedence over scaled drawing dimensions. Structural notes and details on the structural drawings take precedence over the architectural drawings. Errors: The contractor is responsible to check the plans and site conditions and to notify the architect/designer/engineer of record of any errors or omissions prior to the start of construction. Changes: Written approval from the engineer of record is required for any structural changes to the provided drawings. Changes may be made "in the field"with written consent of Bradley Engineering. Please provide a red-lined drawing or sketch of desired change(s)to provide context and applicable information. Substitutions: Provide manufacturer's approved product evaluation reports and a list of all proposed substitutions to the owner for approval before installation. Similar work: Where construction details are not shown or noted for any part of the project, the area shall be constructed in the same manner as similar work shown on the drawings. Modification of Structural Members: Cuts,notches,and holes bored in trusses,structural composite lumber, glue-laminated members, or I joists are prohibited except where permitted by the manufacturer's recommendations or as shown on the attached allowable hole diagrams. Scope of Work:The scope of work of Bradley Engineering,Inc. is limited to the vertical and lateral analysis of the subject structure. Bradley Engineering, Inc. takes no responsibility for items not specifically addressed in the calculations, drawings, or call-outs. Completion of Work: Submittal of these structural drawings to the client completes the present scope of work and budget of Bradley Engineering, Inc. Other consultation,design,calculations,sketches,inspection, etc. after submittal of this report shall be billed on an hourly basis. i i J 4 Lateral AnalysisFtiGr Address: 140 South Olympic Avenue Date: 7/9/2019 p,� OFF Arlington,WA S/W User: Austin Rapp Ba R�'�G Wind Analysis-Calculation of Wind Loads Inputs Wind Speed,V 110 mph Height,H 36 feet Reference ASCE 7-10,Simplified Directional Procedure (Ch 26) Roof Angle 0 degrees Exposure Category B Horizontal Pressure Zone A - C9 ASD Load Comb.Factor, PASD 0.6 f `;i topographic Factor,Kzt 1 �1J Risk Category IIVJ�} V Risk Category: Low risk to human life in event of failure II Most small residential structures III Substantial risk to human life in event of failure IV Crucial to human life Horizontal Pressure Zone: A End zone of wall B End zone of roof Case f C Interior zone of wall1� D Interior zone of roof YY ' Exposure Category: / Case B B Areas closely surrounded by obstructions C Open terrain and scattered obstructions D Flat unobstructed areas or close to large body of water Calculate A(ASCF.7-10 Figure 27.3.1) Calculate Ps30(ASCE 7-10 Figure 28.6-1,V=110 mph) Height(ft) Exposure B Exposure C Exposure D Roof Angle Zone A Zone B Zone C Zone D 0 1.00 1.21 1.47 0 19.2 -10 12.7 -5.9 15 1.00 1.21 1.47 5 19.2 -10 12.7 -5.9 20 1.00 1.29 1.55 10 21.6 -9 14.4 -5.2 25 1.00 1.35 1.61 15 24.1 -8 16 -4.6 30 1.00 1.40 1.66 20 26.6 -7 17.7 1 -3.9 35 1.05 1.45 1.70 25 24.1 3.9 17.4 4.0 40 1.09 1.49 1.74 30 21.6 14.8 17.2 11.8 45 1.12 1.53 1.78 60 21.6 14.8 17.2 11.8 50 1.16 1.56 1 1.81 55 1 1.19 1.59 1.84 Ps30A= 19.20 psf 60 1.22 1.62 1.87 Use ASD Load Combination 7 = 1.06 7. 0.6D+0.6W Calculate simplified design wind pressure Apply ASD Load Combination Factor PDestgra = *Kzt*PsseA= 20.31 psf PASD= 0.6 P=PASD *PDesign= 12.19 psf Design wind pressure shall not be less than 16 psf.(2015 IBC 1609.6.3) P= 16.00 psf 5 IBC SECTION 1613 SEISMIC/EARTHQUAKE LOADS 1613.1 Scope. Every structure, and portion thereof, including nonstructural components that are permanently attached to structures and their supports and attachments,shall be designed and constructed to resist the effects of earthquake motions in accordance with ASCE 7,excluding Chapter 14 and Appendix 11A.The seismic design category for a structure is permitted to be determined in accordance with Section 1613 or ASCE 7. Exceptions: 1. Detached one-and two-family dwellings, assigned to Seismic Design Category A, B or C,or located where the mapped short-period spectral response acceleration,S5, is less than 0.4 g. 2.The seismic force-resisting system of wood-frame buildings that conform to the provisions of Section 2308 are not required to be analyzed as specified in this section. 3.Agricultural storage structures intended only for incidental human occupancy. 4.Structures that require special consideration of their response characteristics and environment that are not addressed by this code or ASCE 7 and for which other regulations provide seismic criteria,such as vehicular bridges,electrical transmission towers, hydraulic structures, buried utility lines and their appurtenances and nuclear reactors. Generally speaking,the lateral structural engineering for residential homes in Washington State is governed by wind rather than seismic. In other words the lateral wind loads exceed the lateral loads generated by seismic forces.Therefore the wind loads are used in the specific lateral analysis in lieu of the seismic loads. This is largely due to the fact that conventionally framed wood structures are relatively light and generate relatively small seismic loads compared to the wind loads. In rare instances when the geometry of the building is such that the aspect ratio(longitudinal length divided by lateral length)exceeds 2.5 then a seismic analysis is warranted. The other exceptions are when the roof or walls are constructed of concrete or other heavy materials or the ground snow load exceed 30 psf. Seismic analysis not required if the following conditions are true: 1) Conventionally framed wood walls and roof? Yes 2) Aspect Ratio<2.5? I Np Longitudinal wall distance 56 ft Lateral wall distance 156 ft Aspect ratio= 2.79 3) Ground Snow Load is<30 psf Yes Therefore,specific seismic analysis is required. See seismic analysis on the next page. 6 Seismic Analysis Address: 140 South Olympic Avenue Date: 7/9/2019 PO�.�-c Fti��^ef S/W User:Austin Rapp 0R a,ti c Calculation of Seismic Loads ASCE 7-1012.14.8 Simplified Lateral Force Analysis Procedure: An equivalent lateral force analysis shall consist of the application of equivalent static lateral forces to a linear mathematical model of the structure.The lateral forces applied in each direction shall sum to a total seismic base shear given by Section 12.14.8.1 and shall be distributed vertically in accordance with Section 12.14.8.2.For the purpose of analysis,the structure shall be considered fixed at the base. Inputs Calculations Seismic Category D IFa,Acceleration-based Site Coefficient 1.078 Number of Stories Three Stories F,Structure Height Coefficient 1.2 Risk Category 11 R,Response Modification Coefficient 6.5 'Structure Type Light-Frame Wood-Sheathed Walls S DS,Seismic Design Parameter 0.757 g Soil Type Stiff Soil,D(typical) Seismic Snow Load* 0 psf Base Snow Load " 25 psf 5s** 1.054 g V= F*SR*W (ASCE 7—10,12.14—11) SDS=2*F3*Ss (ASCE7-10,12.14.8.1) *Snow load required to be in seismic calculation if snow load is>30 psf.Snow load analysis for Washington,2nd ed.by Structural Engineers Association of Washington recommends using 25%of base snow load to be used in seismic calculations due to statistical probability theory. **Seismic design parameter Ss is determined from U.S.Seismic Design Maps(link below) https://ear iliquake.Lisps.gov/designnlal)S/LIS/``iipPliCatiOlI.Plip? Dead Loads to Roof Diaphragm Roof Sesmic Loads Load Source Load(psf) L(ft) W(ft) A(sq ft) DL(Ibs) Roof Weight,Wr 393420 Ibs Roof 15 55 160 8800 132000 Roof Shear,Vr 55016 Ibs Exterior Walls 12 4.5 430 1935 23220 Floor Diaphragm 24 55 160 8800 211200 Interior Walls 10 4.5 600 2700 27000 Dead Loads to Third Story Diaphragm Third Story Seismic Loads Load Source Load(psf) L(ft) W(ft) A(sq ft) DL(Ibs) 'Story Weight,W3 311640 Ibs Floor Diaphragm 24 55 160 8800 211200 Story Shear,V3 43580 Ibs Interior Walls 10 9 600 5400 54000 Vtot=V3+Vr 98597 Ibs Exterior Walls 12 9 430 3870 46440 Dead Loads to Second Story Diaphragm Second Story Seismic Loads Load Source Load(psf) L(ft) W(ft) A(sq ft) DL(Ibs) Story Weight,W2 100440 Ibs Interior Walls 10 9 600 5400 54000 Story Shear,V2 14046 Ibs Exterior Walls 12 9 430 3870 46440 'Vtot=V3+V2+Vr 112642 Ibs Comparison of Wind and Seismic Forces Direction North/South East/West 'Wind tributary length,ft 160 56 'Wind tributary height,ft 35 35 Therefore,Seismic loads govern lateral analysis Wind tributary area,sq ft 5600 1960 for North/South resisting walls. Wind Pressure,psf 16.00 16.00 (Design wind load,lb 89600 31360 Furthermore,Seismic loads govern lateral Design seismic Load,lb 112642 112642.3 analysis for East/West resisting walls. Governed by: Seismic Seismic — _ i Title Block Line 1 Project Title: You can change this area Engineer: 7 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:10 JUL 2019, 4:47PM ASCE Seismic Base Shear Fde=C:1Um%Austin)NEDRI-11000UME-11ENERCA-11EmoryLofls 8eismic.ec6 Software copyright ENERCALC,INC.1963.2019,Build:10.19.1.30. i.00. Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "I":Buildings and other structures that represent a low hazard to human life in the ASCE 7-10,Page 2,Table 1.5-1 event of failure. Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 USER DEFINED Ground Motion ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: SS = 1.054 g,0.2 sec response S 1 = 0.410 g,1.0 sec response Site Class,Site Coeff,and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.08 ASCE 7-10 Table 11.4-1&11.4-2 (using straight-line interpolation from table values) Fv = 1.59 Maximum Considered Earthquake Acceleration S MS=Fa*Ss = 1.137 ASCE 7-10 Eq.11.4-1 S M1 =Fv*S1 = 0.652 ASCE 7-10 Eq.11 A-2 Design Spectral Acceleration S pS S *2/3 = 0.758 ASCE 7-10 Eq.11.4-3 S D1 S M12/3 = 0.435 ASCE 7-10 Eq.11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1&-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System Bearing Wall Systems 13.Light-frame(wood)walls sheathed wlwood structural panels rated for shear resistance. Response Modification Coefficient "R" = 650 Building height Limits: System Overstrength Factor "Wo" = 300 Category"A&B"Limit: No Limit Deflection Amplification Factor "Cd" = 4 00 Category"C"Limit: No Limit Category"D"Limit: Limit=65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Limit=65 Category"F"Limit: Limit=65 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The'Equivalent Lateral Force Procedure'is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0.020 "hn":Height from base to highest level = 36.0 ft "x"value = 0.75 "Ta"Approximate fundamental period using Eq.12.8-7 : Ta=Ct*(hn"x) = 0.294 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.294 sec "Cs"Response Coefficient ASCE 7-10 Section 12.8.1.1 S DS:Short Period Design Spectral Response = 0.758 From Eq.12.8-2, Preliminary Cs = 0.117 "R":Response Modification Factor = 6.50 From Eq.12.8-3&12.8.4,Cs need not exceed = 0.227 "I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.033 User has selected ASCE 12.8.1.3:Regular structure, Cs:Seismic Response Coefficient = = 0.1166 Less than 5 Stories and with T<<=0.5 sec, SO Ss<=1.5 for Cs calculation Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1166 from 12.8.1.1 W(see Sum Wi below) = 604.66 k Seismic Base Shear V= Cs*W = 70.49 k I Title Block Line 1 Project Title: You can change this area Engineer: 8 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Black Line 6 Printed:10 JUL 2019, 4:47PM File=C:lUsers%u ASCE Seismic Base Shear sulONEDRI-IOWUME-11ENERCA-11EmoryLofts_Selsmic." Software copyright ENERCALC,INC.1983.2019,Build:10.19.1.30 0.i0.. Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 "k":hx exponent based on Ta= 1.00 Table of building Weights by Floor Level.. Level# Wi:Weight Hi:Height (Wi*Hi"k) Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 3 393.42 30.00 11,802.60 0.7921 55.83 55.83 0.00 2 98.60 20.00 1,971.94 0.1323 9.33 65.16 558.33 1 112.64 10.00 1,126.42 0.0756 5.33 70.49 1,209.94 Sum Wi= 604.66 k Sum Wi*Hi = 14,900.96 k-ft Total Base Shear= 70.49 k Base Moment= 1,914.8 k-ft Diaphragm Forces:Seismic Design Category"B"to"F" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx:Calcd Fpx:Min Fpx:Max Fpx Dsgn.Force 3 393.42 55.83 55.83 393.42 55.83 59.62 119.25 59.62 59.62 2 98.60 9.33 65.16 492.02 13.06 14.94 29.88 14.94 14.94 1 112.64 5.33 70.49 604.66 13.13 17.07 34.14 17.07 17.07 Wpx.................. Weight at level of diaphragm and other structure elements attached to it. Fi..................... Design Lateral Force applied at the level. Sum Fi.................... Sum of"Lat.Force"of current level plus all levels above MIN Req'd Force @ Level. 0.20*S DSI*Wpx MAX Req'd Force @ Level 0.40*S DSI*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi I SUM(x->n)wi, x=Current level,n=Top Level C) Minimum Shear Resistance Required by Shear Walls per Calculated Seismic Shear loads Calculated Seismic Base Shear at 1st Floor Walls (V) — Using EnerCalc: 70.5 kips — Using Hand Calculations: 112.65 kips North &South Walls North &South Total Wall Length: 182.25 f t Required Shear Resistance by walls (hand calc) _ 112,640 = 618 pl f 182.25 Required Shear Resistance by walls (EnerCalc) = 70,500 25 = 386. 8 pl f East & West Walls East & West Total Wall Length: 150.5 f t Required Shear Resistance by walls (hand calc) _ 112,640 = 748. 5 pl f 150.5 Required Shear Resistance by walls (EnerCalc) = 70,500 _ 468. 5 pl f 150.5 " ii � � 10 Wind Uplift Calculator per ASCE 7-10 0Vf,_( FtiQ�e 140 South Olympic Avenue aP eR�� Arlington, WA �� Ref. ASCE 7-10 Ch. 27 - Main Wind Force Resisting System Inputs: Basic Wind Speed, V 110 mph Exposure Category C Wind Type Clear Wind Flow Risk Category of Structure II Enclosure Classification Open Roof Type Gable, Hip, or Mansard Mean Roof Height, h 13 ft Max Interior Height, z 10 ft Roof Angle, 6 9.5 degrees Building Length, L 12 ft ASD Load Combination Factor 1 Calculations: Directionality Factor, Kd 0.85 Table 26.6-1 Topographic Factor, Kzt 1 Figure 26.8-1 Gust-effect Factor, G 0.85 Section 26.9 Internal Pressure Coefficient, GCpi 0 Table 26.11-1 Velocity Pressure Coefficient, Kh 0.85 Table 27.3.1 Velocity Pressure Coefficient, Kz NA Table 27.3.1 Velocity Pressure, qh 22.38 Eq. 27.3-1 Velocity Pressure, qz NA Eq. 27.3-1 Net Pressure Coefficient, Cn -1.17 Fig. 27.4 Wind Uplift Pressure, p -22.32 psf Eq. 27.4-3 Design Uplift Pressure, P = p * 1.0 -22.32 psf i� .� i it Title Block Line 1 Project Title: You can change this area Engineer: 11 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:10 JUL 2019,11:45PM Steel Column File=C:1PROGRA-ZENERCA-1ENERCALC_6 Software aDpyAphl ENERCALC.INC.1983-2019,Build:10.19.1.30 i.00 DESCRIPTION: --None-- Code References Calculations per Load Combinations Used :ASCE 7-16 General Information Steel Section Name: HSS6x6x5/16 Overall Column Height 12 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top Pinned, Bottom Fixed Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 36.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=10 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis =12 It,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:280.080 Ibs"Dead Load Factor AXIAL LOADS... Axial Load at 12.0 ft,D=41.421,LR=12.670,L=31.944 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6653 :1 Maximum Load Reactions.. Load Combination +D+0.750Lr+0.750L+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 75.162 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 112.967 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 24.431 k-ft Along Y-Y 0.0 in at O.Oft above base Ma-y:Applied 0.0 k-ft for load combination: Mn-y/Omega:Allowable 24.431 k-ft Along X-X 0.0 in at O.Oft above base for load combination PASS Maximum Shear Stress Ratio= 0.0 : 1 Load Combination Location of max.above base 0.0 ft At maximum location values are. Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k•ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 41.701 +D+L+H 73.645 +D+Lr+H 54.371 +D+S+H 41.701 +D+0.750Lr+0.750L+H 75.162 +D+0.750L+0.750S+H 65.659 +D+0.60W+H 41.701 +D+0.750Lr+0.450W+H 51.204 +D+0.750S+0.450W+H 41.701 +0.60D+0.60W+0.60H 25.021 +D+0.70E+0.60H 41.701 +D+0.750L+0.750S+0.5250E+H 65.659 +0.60D+0.70E+H 25.021 D Only 41.701 Lr Only 12.670 L Only 31.944 S Only W Only E Only Title Block Line 1 Project Title: You can change this area Engineer: 12 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:10 JUL 2019,11:45PM Steel ColumnFile=C:IPROGRA-2IENERCA-IENERCALC_B. Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30 KW-06004654 13RADLEY DESCRIPTION: --None-- Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top H Only Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 75.162 " Minimum Reaction, X-X Axis Base Maximum 41.701 Minimum 41.701 Reaction, Y-Y Axis Base Maximum 41.701 Minimum 41.701 Reaction, X-X Axis Top Maximum 41.701 " Minimum 41.701 Reaction, Y-Y Axis Top Maximum 41.701 " Minimum 41.701 Moment, X-X Axis Base Maximum 41.701 Minimum 41.701 Moment, Y-Y Axis Base Maximum 41.701 " Minimum 41.701 Moment, X-X Axis Top Maximum 41,701 " Minimum 41.701 Moment, Y-Y Axis Top Maximum 41.701 Minimum 41.701 Sketches +Y «° Sy` Load 1 +X 6.001n + t� Title Block Line 1 Project Title: You can change this area Engineer: 13 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr. Title Block"selection. Title Block Line 6 Printed:11 JUL 2019,12:20AM Steel Base Plate File=C:1PROGRA-21ENERCA-1ENERCALC 6. Software copyright ENERCALC,INC 1983-2019,Build:10.19.1.30 r:ri•. Code References Calculations per AISC Design Guide#1 Load Combination Set:ASCE 7-16 General Information Material Properties AISC Design Method Load Resistance Factor Design (D c :LRFD Resistance Factor 0.650 Steel Plate Fy = 36.0 ksi Concrete Support f c = 3.0 ksi Assumed Bearing Area:Full Bearing Nominal Bearing Fp per J8 5.10 ksi Column 6 Plate Column Properties 1'-2" Steel Section: HSS6x6x5/16 Z Depth 6 in Area 6.43 in^2 Width 6 in Ixx 34.3 in^4 Flange Thickness 0.291 in lyy 34.3 in"4 Web Thickness 0 in Plate Dimensions Support Dimensions N:Length 14.0 in Width along"X" 84.0 in - N B:Width 14.0 in Length along"Z' 84.0 in o ❑ X Thickness 0.6250 in Column assumed welded to base plate. T-0- Applied Loads +� P-Y V-Z M-X +M X D:Dead Load....... 41.421 k 0.0 k 0.0 k-ft +X +X L:Live....... 31.940 k 3.50 k 0.0 k-ft Lr:Roof Live......... 12.670 k 0.0 k 0.0 k-ft = S:Snow................ 0.0 k 0.0 k 0.0 k-ft +'1/Z/� W:Wind................ 0.0 k 0.0 k 0.0 k-ft E:Earthquake.............. 10.0 k 0.0 k 0.0 k-ft H:Lateral Earth......... 0.0 k 0.0 k 0.0 k-ft +Z "P"=Gravity load,"+"sign is downward. "+" Moments create higher soil pressure at+Z edge. "+" Shears push plate towards+Z edge. Title Block Line 1 Project Title: You can change this area Engineer: 14 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:11 JUL 2019,12:20AM Steel Base Plate File=C:\PROGRA-ZENERCA-1ENERCALC_6 I_ Softwarecopyrlghl ENERCALC,INC.1983-2019,Bulld:10.19.1.30. 0.0i• GOVERNING DESIGN LOAD CASE SUMMARY Mu:Max.Moment..................... 4.707 k-in Plate Desiqn Summary fb:Max.Bending Stress.............. 32.136 ksi Design Method Load Resistance Factor Design Fb:Allowable: 32.400 ksi Governing Load Combination +1.20D+0.50Lr+1.60L+1.60H Fy*Phi Governing Load Case Type Axial Load Only Bending Stress Ratio 0.992 Governing STRESS RATIO 0.9918 Bending Stress OK Design Plate Size V-2"x V-2"x 0.518 fu:Max.Plate Bearing Stress 0.547 ksi Pu:Axial......... 0.000 k Fp:Allowable: 3.315 ksi Mu:Moment........ 0.000 k-ft Bearing Stress Ratio 0.165 Bearing Stress OK Title Block Line 1 Project Title: You can change this area Engineer: 15 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:10 JUL 2019,11:53PM Concrete Column File=C:1PROGRA-21ENERCA•-1ENERCALC_6 Software oopyrgMENERCALC,INC.1983.2019,Build:10.19.1.30 DESCRIPTION: --None-- Code References Calculations per Load Combinations Used :ASCE 7-16 General Information fc:Concrete 28 day strength = 3.0 ksi Overall Column Height = 12 ft E_ = 3,122.0 ksi End Fixity Top&Bottom Pinned Density = 150.0 pcf Brace condition for deflection(buckling)along columns P = 0.850 X-X(width)axis: fy-Main Rebar = 60.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=12 ft,K=1.0 E-Main Rebar = 29,000.0 ksi Y-Y(depth)axis: Allow.Reinforcing Limits ASTMA615 Bars Used Fully braced against buckling ABOUT X-X Axis Min.Reinf. = 1.0% Max.Reinf. - 8.0 Column Cross Section Column Dimensions 18.Oin Diameter,Column Edge to Rebar Edge Cover=2.Oin 1\ ti ,6 Column Reinforcing 4-#4 bars @ comers„ 1 -#4 bars top& bottom between corner bars, 1 -#4 bars left &right between corner bars ` Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included:3,180.86 Ibs*Dead Load Factor BENDING LOADS... Lat.Point Load at 5.0 ft creating Mx-x,L=6.0 k DESIGN SUMMARY Load Combination +1.20D+0.5OLr+1.60L+1.60H Maximum SERVICE Load Reactions.. Location of max.above base 11.919ft Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Stress Ratio 0.561: 1 Top along X-X 2.50 k Bottom along X-X 3.50 k Ratio=(Pu^2+Mu^2)^.5/(PhiPnA2+PhiMnA2)^.5 Pu= 3.817 k tp *Pn= 5.40k Mu-x= 27.962 k-ft T *Mn-x= -50.646 k-ft Maximum SERVICE Load Deflections... Along Y-Y 0.02260 in at 5.718ft above base Mu-y= 0.0 k-ft 9*Mn-y= 0.0 k-ft for load combination: +D+L+H Mu Angle= 0.0 deg Along X-X O.Oin at O.Oft above base Mu at Angle= 27.962 k-ft cpMn at Angle= 49.845 k-ft for load combination Pn&Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities... General Section Information. = 0.650 =0.850 9 = 0.80 Pnmax:Nominal Max.Compressive Axial Capacity 740.82 k p :%Reinforcing 0.6P88 %, Rebar<Min of 1.0% Pnmin:Nominal Min,Tension Axial Capacity k Reinforcing Area 1.60 inA2 9 Pn,max:Usable Compressive Axial Capacity 385.224 k Concrete Area 254.469 inA2 9 Pn,min:Usable Tension Axial Capacity k i i Title Block Line 1 Project Title: You can change this area Engineer: 16 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:10 JUL 2019,11:53PM Concrete Column FNe=C:1PROGRA-21ENERCA-1ENERCALC3 �:ii Software copyright ENERCALC,INC.1983-2019,BuIId:10,19.1.30 DESCRIPTION: --None-- Sketches 46 \\�. 16 a. u' I Title Block Line 1 Project Title: �� You can change this area Engineer: using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:11 JUL 2019, 1:23AM Steel Column File=CVROGRA-21ENERCA-1ENERCALC_6 Software Copyright ENERCALC,INC.1002019,Build:10.19.1.30 0.ii• DESCRIPTION: --None-- Code References Calculations per Load Combinations Used :ASCE 7-16 General Information Steel Section Name: HSS5x5x1/4 Overall Column Height 12 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 36.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis=12 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis =10 ft•K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:187.440 Ibs*Dead Load Factor AXIAL LOADS... Axial Load at 12.0 ft,D=21.178,LR=7.313,L=22,80,E=10.0 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6387 :1 Maximum Load Reactions.. Load Combination +D+L+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 44.165 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 69.148 k Ma-x:Applied 0.0 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 13.671 k-ft Along Y-Y 0.0 in at 0.0ft above base Ma-y:Applied 0.0 k-ft for load combination: Mn-y/Omega:Allowable 13.671 k-ft Along X-X 0.0 in at 0.0ft above base for load combination PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are. Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 21.365 +D+L+H 44.165 +D+Lr+H 28.678 +D+S+H 21.365 +D+0.750Lr+0.750L+H 43.950 +D+0.750L+0.750S+H 38.465 +D+0.60W+H 21.365 +D+0.750Lr+0.450W+H 26.850 +D+0.750S+0.450W+H 21.365 +0.60D+0.60W+0.60H 12.819 +D+0.70E+0.60H 28.365 +D+0.750L+0.750S+0.5250E+H 43.715 +O.60D+0.70E+H 19.819 D Only 21.365 Lr Only 7.313 L Only 22.800 S Only W Only E Only 10 000 i Title Block Line 1 Project Title: You can change this area Engineer: 18 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title BW line 6 Printed:11 JUL 2019, 1:23AM Steel Column File=QWROGRA-21ENERCA-1ENERCALC 6 1111 Software copyright ENERCALC,INC.1983.2019,Buiid:10.19.1.30. Lic r.rr• DESCRIPTION: --None-- Maximum Reactions Note:Only non-zero reactions are listed Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments T Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top H Only Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 44.165 Minimum Reaction, X-X Axis Base Maximum 21.365 Minimum 21.365 Reaction, Y-Y Axis Base Maximum 21.365 Minimum 21.365 Reaction, X-X Axis Top Maximum 21.365 " Minimum 21.365 Reaction, Y-Y Axis Top Maximum 21.365 1. Minimum 21.365 Moment, X-X Axis Base Maximum 21.365 Minimum 21.365 Moment, Y-Y Axis Base Maximum 21,365 Minimum 21.365 Moment, X-X Axis Top Maximum 21.365 1. Minimum 21.365 Moment, Y-Y Axis Top Maximum 21.365 Minimum 21.365 Sketches Y "1201k kl2kth III C +X c Load 1 .I i i I I 5.00in ' I ti Title Block Line 1 Project Title: You can change this area Engineer: 19 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 9 JUL 2019, 7:11 PM Steel Beam File=C:1PR0GRA-21ENERCA-1ENERCALC_6 SoftwarecopyrlphtENERCALC,INC.1983-2019,Build:10.19.1.30. i,00 DESCRIPTION: --None-- CODE REFERENCES Calculations per Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D 0.2! r . - 7(fL -Ili ° D&66 L1:11 s- e A, W 18x71 - Span=20.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0,0240, L=0.040 ksf, Tributary Width=27.750 ft,(2nd Floor Load) Uniform Load: D=0.0240, L=0.040 ksf, Tributary Width=29,250 ft,(3rd Floor Load) Uniform Load: D=0.0150, Lr=0.0250 ksf, Tributary Width=29.250 ft,(Roof Load) Uniform Load: D=0,0120 ksf, Tributary Width=20.0 ft,(Wall Load) DESIGN SUMMARY • •_• Maximum Bending Stress Ratio = 0.838: 1 Maximum Shear Stress Ratio= 0.333 : 1 �I Section used for this span W18x71 Section used for this span W18x71 i Ma:Applied 219.888k-ft Va:Applied 43.978 k Mn/Omega:Allowable 262,275 k-ft Vn/Omega:Allowable 131,868 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 10.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.243 in Ratio= 987>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.469 in Ratio= 512 >=480 Max Upward Total Deflection 0.000 in Ratio= 0<480 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 20.00 ft 1 0.404 0.161 105.89 105.89 438.00 262.28 1.00 1.00 21.18 197.80 131.87 +D+L+H Dsgn.L= 20.00 ft 1 0.638 0.333 219.89 219.89 438.00 262.28 1.00 1.00 43.98 197.80 131.87 +D+Lr+H Dsgn.L= 20.00 ft 1 0 543 0.216 142.45 142.45 438.00 262.28 1.00 1.00 28.49 197.80 131.87 +D+S+H Dsgn.L= 20.00 ft 1 0 404 0.161 105.89 105.89 438.00 262.28 1.00 1.00 21.18 19780 13187 +D+0.750Lr+0.750L+H Dsgn.L= 20.00 ft 1 0,834 0.332 218.81 218.81 438.00 262.28 1.00 1.00 43.76 19780 131.87 +D+0.750L+0.750S+H Dsgn.L= 20.00 ft 1 0.730 0.290 191.39 191.39 438.00 262.28 1.00 1.00 38.28 197.80 13187 +D+0.60W+H Dsgn.L= 20.00 ft 1 0.404 0.161 105.89 105.89 438.00 262.28 1.00 1.00 21.18 197.80 131.87 +D+0.750Lr+0.450W+H i Title Block Line 1 Project Title: You can change this area Engineer: 20 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 9 JUL 2019, 7:11 PM Steel Beam Rle-CAPROGRA-21ENERCA-1ENERCALC 6. Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30. i:0 DESCRIPTION: --None-- Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 20.00 ft 1 0.508 0.202 133.31 133.31 438.00 262.28 1.00 1.00 26.66 197.80 131.87 +D+0.750S+0.450W+H Dsgn L= 20.00 ft 1 0.404 0.161 105.89 10589 438.00 262.28 1.00 1.00 21.18 197.80 13187 +0.60D+0.60W+0.60H Dsgn.L= 20.00 ft 1 0.242 0.096 63.53 63.53 438.00 262.28 1.00 1.00 12.71 197.80 131.87 +D+0.70E+0.60H Dsgn.L= 20.00 ft 1 0.404 0 161 105.89 105.89 438.00 262.28 1.00 1.00 21.18 197.80 131.87 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 20.00 ft 1 0.730 0.290 191.39 191.39 438.00 262.28 1.00 1.00 38.28 197.80 131.87 +0.60D+0.70E+H Dsgn.L= 20.00 ft 1 0.242 0.096 63.53 63.53 438.00 262.28 1.00 1.00 12.71 197.80 131.87 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Detl Location in Span +D+L+H 1 0.4687 10.057 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 43 978 Overall MINimum 7.313 7.313 +D+H 21.178 21.178 +D+L+H 43.978 43.978 +D+Lr+H 28.490 28.490 +D+S+H 21.178 21.178 +D+0.75OLr+0.750L+H 43.762 43.762 +D+0.750L+0.750S+H 38.278 38.278 +D+O 60W+H 21.178 21 178 +D+0.750Lr+0.450W+H 26 662 26 662 +D+0.750S+0.450W+H 21.178 21.178 +0.60D+0.60W+0.60H 12.707 12.707 +D+0.70E+0.60H 21.178 21.178 +D+0.750L+0.750S+0.5250E+H 38.278 38.278 +0.60D+0.70E+H 12.707 12.707 D Only 21.178 21.178 Lr Only 7.313 7.313 L Only 22.800 22.800 S Only W Only E Only H Only Title Block Line 1 Project Title: You can change this area Engineer: 21 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 9 JUL 2019. 7:11PM Steel Beam File=C:1PROGRA-21ENERCA-1ENERCALC-6 Softwarecopyrlght ENERCALC,INC.1983-2019,Build:10.19.1 30 r.ii DESCRIPTION: --None-- CODE REFERENCES Calculations per Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending WD 0.24 e 7Q r �7 M0. o .68 Q1.11 - o 6- W 18x71 Span=20.0 ft h - Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0240, L=0.040 ksf, Tributary Width=27.750 ft,(2nd Floor Load) Uniform Load: D=0.0240, L=0.040 ksf, Tributary Width=29.250 ft,(3rd Floor Load) Uniform Load: D=0.0150, Lr=0.0250 ksf, Tributary Width=29.250 ft,(Roof Load) Uniform Load: D=0.0120 ksf, Tributary Width=20.0 ft,(Wall Load) DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.838: 1 Maximum Shear Stress Ratio= 0.333 : 1 Section used for this span W18x71 Section used for this span W18x71 Ma:Applied 219.888 k-ft Va:Applied 43.978 k Mn/Omega:Allowable 262.275 k-ft Vn/Omega:Allowable 131.868 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 10.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.243 in Ratio= 987>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.469 in Ratio= 512 >=480 Max Upward Total Deflection 0.000 in Ratio= 0 <480 Maximum Forces 8r Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +p+}1 Dsgn.L= 20.00 ft 1 0.404 0.161 105.89 105.89 438.00 262.28 1.00 1.00 21.18 197.80 131.87 +D+L+H Dsgn.L= 20.00 ft 1 0,838 0.333 219.89 219.89 438.00 262.28 1.00 1.00 43.98 197.80 13187 +D+Lr+H Dsgn.L= 20.00 ft 1 0.543 0.216 142.45 142.45 438.00 262.28 1.00 1.00 28.49 197.80 13187 +D+S+H Dsgn.L= 20.00 ft 1 0.404 0.161 105.89 105.89 438.00 262.28 1.00 1.00 21.18 197.80 13187 +D+0.750Lr+0.750L+H Dsgn.L= 20.00 ft 1 0 834 0.332 218.81 218.81 438.00 262.28 1.00 1.00 43.76 197.80 13187 +D+0.750L+0.750S+H Dsgn.L= 20.00 ft 1 0.730 0.290 191.39 191.39 438.00 262.28 1.00 1.00 38.28 197.80 131.87 +D+0.60W+H Dsgn.L= 20.00 ft 1 0.404 0.161 105.89 105.89 438.00 262.28 1.00 1.00 21.18 197.80 131.87 +D+0.750Lr+0.450W+H i Title Block Line 1 Project Title: You can change this area Engineer: 22 using the"Settings"menu item Project ID: and then using the'Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 9 JUL 2019, 7:11PM Steel Beam File=C:1PROGRA-21ENERCA-1ENERCALC 6. Software copyright ENERCALC,INC.19812019,Build:10.19.1.30 0.00 DESCRIPTION: --None-- Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 20.00 ft 1 0.508 0.202 133.31 133.31 438.00 262.28 1.00 1.00 26.66 197.80 131.87 +D+0.750S+0.450W+H Dsgn.L= 20.00 ft 1 0.404 0.161 105.89 105.89 438.00 262.28 1.00 1.00 21.18 197.80 131.87 +0.60D+0.60W+0.60H Dsgn.L= 20.00 ft 1 0-242 0.096 63.53 63.53 438.00 262.28 1.00 1.00 12.71 197.80 131.87 +D+0.70E+0.60H Dsgn.L= 20.00 ft 1 0.404 0.161 105.89 10589 438.00 262.28 1.00 1.00 21.18 197.80 131.87 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 20.00 ft 1 0.730 0.290 191.39 191.39 438.00 262.28 1.00 100 38.28 197.80 131.87 +0.60D+0.70E+H Dsgn.L= 20.00 ft 1 0.242 0.096 63.53 63.53 438.00 262.28 1.00 1.00 12.71 197.80 131.87 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.4687 10.057 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 -Overall 43.978 43.978 Overall MINimum 7.313 7.313 +D+H 21.178 21.178 +D+L+H 43.978 43.978 +D+Lr+H 28.490 28.490 +D+S+H 21.178 21.178 +D+0.750Lr+0.750L+H 43.762 43.762 +D+0.750L+0.750S+H 38.278 38.278 +D+0.60W+H 21.178 21.178 +D+0.750Lr+0.450W+H 26.662 26.662 +D+0.750S+0.450W+H 21.178 21.178 +0.60D+0.60W+0.60H 12.707 12.707 +D+0.70E+0.60H 21.178 21.178 +D+0.750L+0.750S+0.5250E+H 38.278 38.278 +0.60D+0.70E+H 12.707 12.707 D Only 21.178 21.178 Lr Only 7.313 7.313 L Only 22.800 22.800 S Only W Only E Only H Only i 4 Title Block Line 1 Project Title: You can change this area Engineer: 23 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 5 JUL 2019, 2:25PM Steel Beam File=C:1PROGRA-21ENERCA-1ENERCALC_6. Softwarecopy M ENERCALC,INC.1983-2019,Build:10.19.1.30. i.00 DESCRIPTION: --None-- CODE REFERENCES Calculations per Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksl Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29.000.0 ksi Bending Axis: Major Axis Bending D(29.626)Lr6.379)L(18.258) W 16x60 Span=27.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load: D=19.826, Lr=6.575, L=16,354 k @ 2.0 ft Point Load: D=21.634, Lr=7.172, L=17.736 k @ 2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.655: 1 Maximum Shear Stress Ratio= 0.667 : 1 Section used for this span W18x60 Section used for this span W18x60 Ma:Applied 144.745 k-ft Va:Applied 72.538 k Mn/Omega:Allowable 220.958 k-ft Vn/Omega:Allowable 108.763 k Load Combination +D+0.750Lr+0.750L+H Load Combination +D+0.750Lr+0.750L+H Location of maximum on span 2.043ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.200 in Ratio= 1,649>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.480 in Ratio= 687>=480 Max Upward Total Deflection 0.000 in Ratio= 0<480 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 27.50 ft 1 0.354 0.361 78.32 78.32 369.00 22096 1.00 1.00 39.27 163.14 108.76 +D+L+H Dsgn.L= 27.50 ft 1 0,640 0.652 141.44 141.44 369.00 220.96 1.00 1.00 70.88 163.14 108.76 +D+Lr+H Dsgn L= 27.50 ft 1 0.470 0.478 103.77 103.77 369.00 220.96 1.00 1.00 52.02 163.14 108.76 +D+S+H Dsgn.L= 27.50 ft 1 0.354 0.361 78.32 78.32 369.00 220.96 1.00 1.00 39.27 163.14 108.76 +D+0.750Lr+0.750L+H Dsgn.L= 27.50 ft 1 0.655 0.667 14475 144.75 36900 220.96 1.00 1.00 72.54 163.14 108,76 +D+0.750L+0.750S+H Dsgn.L= 27.50 ft 1 0.569 0.579 125.66 125.66 36900 220.96 1.00 1.00 62.98 163.14 10876 +D+0.60W+H Dsgn.L= 27.50 ft 1 0.354 0 361 78.32 78.32 369.00 220,96 1.00 1.00 39.27 16314 108.76 +D+0.750Lr+0.450W+H Dsgn.L= 27.50 ft 1 0.441 0.449 97.41 97.41 369.00 220.96 1.00 1.00 48.83 163.14 108.76 +D+0.750S+0.450W+H Dsgn.L= 27.50 ft 1 0.354 0.361 78.32 7832 369.00 220.96 1.00 1.00 39.27 163.14 108.76 +0.60D+0.60W+0.60H Dsgn.L= 27.50 ft 1 0 213 0.217 4699 46.99 369.00 220.96 1.00 1.00 23.56 163.14 10876 i Title Block Line 1 Project Title: You can change this area Engineer: 24 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 5 JUL 2019, 2:25PM Steel Beam File=C:1PROGRA-21ENERCA-1ENERCALC_6. Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30 KVV-06004664 BRADLEY ENGINEERING DESCRIPTION: --None-- Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+0.70E+0.60H Dsgn.L= 27.50 It 1 0.354 0.361 78.32 78.32 369.00 220.96 1.00 1.00 39.27 163.14 108.76 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 27.50 ft 1 0.569 0.579 125.66 12566 369.00 220.96 1.00 100 62.98 16314 108.76 +0.60D+0.70E+H Dsgn L= 27.50 ft 1 0.213 0.217 46.99 46.99 369.00 220.96 1.00 1.00 23.56 163.14 108.76 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750Lr+0.750L+H 1 0.4803 11.864 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 verall MA mum 72.638 6.450 Overall MINimum 12.747 1.000 +D+H 39.270 3.840 +D+L+H 70.880 6.320 +D+Lr+H 52.017 4.840 +D+S+H 39.270 3.840 +D+0.750Lr+0.750L+H 72.538 6.450 +D+0.750L+0.750S+H 62.978 5.700 +D+0.60W+H 39.270 3.840 +D+0.750Lr+0.450W+H 48.830 4.590 +D+0.750S+0.450W+H 39.270 3.840 +0.60D+0.60W+0.60H 23.562 2.304 +D+0.70E+0.60H 39.270 3.840 +D+0.750L+0.750S+0.5250E+H 62.978 5.700 +0.60D+0 70E+H 23.562 2.304 D Only 39.270 3.840 Lr Only 12.747 1.000 L Only 31.611 2.479 S Only W Only E Only H Only .. II I Title Block Line 1 Project Title: You can change this area Engineer: 25 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed. 5 JUL 2019, 3:59PM Steel Beam File=C:1PROGRA-21ENERCA-1ENERCALC 6 Software copyright ENERGALC,INC.1983-2019,Build:10.19.1.30 0.00• DESCRIPTION: --None-- CODE REFERENCES Calculations per Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending M(0bWA)lJ-Wb MWI-1 0>3')10H11) D(l5 49e)Lr3.9 23)L(10.099) D(0.24) b F 7 W 18x60 Span=20 750 It Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load: D=21.893, Lr=7.172, L=18.081 k @ 2.0 ft Point Load: D=15.474, Lr=5.290, L=13.124 k @ 2,0 ft Point Load: D=15.435, Lr=4.723, L=12.119 k @ 17,250 ft Point Load: D=11.498, Lr=3.633, L=10.095 k @ 17.250 ft Uniform Load: D=0.0120 ksf, Tributary Width=20.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.806: 1 Maximum Shear Stress Ratio= 0.688 : 1 Section used for this span W18x60 Section used for this span W18x60 Ma:Applied 178.067 k-ft Va:Applied 74.882 k Mn/Omega:Allowable 220.958 k-ft Vn/Omega:Allowable 108.763 k Load Combination +D+0.750Lr+0.750L+H Load Combination +D+0.750Lr+0.750L+H Location of maximum on span 15.889ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.223 in Ratio= 1,114>=480 Max Upward Transient Deflection 0.000 in Ratio= 0 <480 Max Downward Total Deflection 0.546 in Ratio= 456>=360 Max Upward Total Deflection 0.000 in Ratio= 0<360 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D++H Dsgn.L= 20.75 ft 1 0.462 0.381 102.12 102.12 369.00 220.96 1.00 1.00 41.42 163.14 108.76 +D+L+H Dsgn.L= 20.75 ft 1 0.794 0 675 175.43 175.43 369.00 220,96 1.00 1.00 73.37 163.14 108.76 +D+Lr+H Dsgn.L= 20.75 ft 1 0.588 0.497 129.93 129.93 369.00 22096 1.00 1.00 54.09 163.14 108.76 +D+S+H Dsgn.L= 20.75 ft 1 0.462 0.381 102.12 102.12 369.00 220.96 1.00 1.00 41.42 163.14 108.76 +D+0.750Lr+0.750L+H Dsgn.L= 20.75 ft 1 0 806 0.688 178.07 178.07 369.00 22096 1.00 1.00 74.88 163.14 108.76 +D+0.750L+0.750S+H i Title Block Line 1 Project Title: You can change this area Engineer: 26 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. TitUe Block Line 6 Printed: 5 JUL 2019, 3:59PM Steel Beam File=C:1PROGRA-21ENERCA-1ENERCALC_6 Software Cop 0011 ENERCALC,INC 1983-2019,Build:10.19.1.30 DESCRIPTION: --None-- Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 20.75 ft 1 0.710 0.601 156.93 156.93 369.00 220.96 117601 01D 65.38 163.14 108.76 +D+0.60W+H Dsgn.L= 20.75 ft 1 0.462 0.381 102.12 102.12 369.00 220.96 1.00 1.00 4142 163.14 108.76 +D+0.750Lr+0.450W+H Dsgn.L= 20.75 ft 1 0.557 0.468 122.97 122.97 369.00 220.96 1.00 1.00 50.92 163.14 108.76 +D+0.750S+0.450W+H Dsgn.L= 20.75 ft 1 0.462 0.381 102.12 102 12 369.00 220.96 1.00 1.00 41.42 163.14 108.76 +0.60D+0.60W+0.60H Dsgn.L= 20.75 ft 1 0.277 0.229 61.27 61.27 369.00 220.96 1.00 1.00 24.85 163.14 108.76 +D+0.70E+0.60H Dsgn.L= 20.75 ft 1 0.462 0.381 102.12 102.12 369.00 220.96 1.00 1.00 41.42 163.14 108.76 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 20.75 ft 1 0.710 0.601 156.93 156.93 369.00 22096 1.00 1.00 65.38 163.14 108.76 +0.60D+0.70E+H Dsgn.L= 20.75 ft 1 0.277 0.229 61.27 61.27 369.00 220.96 1.00 1.00 24.85 163.14 108.76 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+°Defl Location in Span +D+0.750Lr+0.750L+H 1 0.5459 10.494 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 74.882 51.321 Overall MINimum 12.670 8.148 +D+H 41.421 29.104 +D+L+H 73.365 50.579 +D+Lr+H 54.091 37.252 +D+S+H 41.421 29.104 +D+0.750Lr+0.750L+H 74.882 51.321 +D+0.750L+0.750S+H 65.379 45.210 +D+0.60W+H 41.421 29.104 +D+0.750Lr+0.450W+H 50.923 35.215 +D+0.750S+0.450W+H 41.421 29.104 +0.60D+0.60W+0.60H 24.852 17.463 +D+0.70E+0.60H 41.421 29.104 +D+0.750L+0.750S+0.5250E+H 65.379 45.210 +0.60D+0.70E+H 24.852 17.463 D Only 41.421 29.104 Lr Only 12.670 8.148 L Only 31.944 21.475 S Only W Only E Only H Only I Title Block Line 1 Project Title: You can change this area Engineer: 27 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 5 JUL 2019. 2:54PM Steel Beam File=C:\PROGRA-2\ENERCA-1ENERCALC_6. Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30. 4. r• DESCRIPTION: --None-- CODE REFERENCES Calculations per Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(16.098)Lr4.i96)L(12.869) r r D(024) W 18x60 Allik Span= 17.50 ft d Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0120 ksf, Tributary Width=20.0 ft Point Load D=14.765, Lr=4.639, L=12.365 k @ 14,50 ft Point Load: D=15.078, Lr=4.494, L=11.817 k @ 14.50 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.646: 1 Maximum Shear Stress Ratio= 0.442 : 1 Section used for this span W18x60 Section used for this span W18x60 Ma:Applied 142.815 k-ft Va:Applied 48.055 k Mn/Omega:Allowable 220.958 k-ft Vn/Omega:Allowable 108.763 k Load Combination +D+0.750Lr+0.750L+H Load Combination +D+0.750Lr+0.750L+H Location of maximum on span 14.500ft Location of maximum on span 17.500 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.083 in Ratio= 2,535>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.210 in Ratio= 1002>=480 Max Upward Total Deflection 0.000 in Ratio= 0<480 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn,L= 17.50 ft 1 0.365 0.251 80.71 80.71 369.00 220.96 1.00 1.00 27.35' 163 14 108.76 +D+L+H Dsgn.L= 17.50 ft 1 0.637 0.436 140.82 140.82 369.00 22096 100 1.00 47.39 163.14 108.76 +D+Lr+H Dsgn.L= 17.50 ft 1 0.468 0.321 103.41 103.41 369.00 220.96 1.00 1.00 34.92 163.14 108.76 +D+S+H Dsgn.L= 17.50 ft 1 0.365 0.251 80.71 80.71 369.00 220.96 1.00 1.00 27.35 163.14 108.76 +D+0.750Lr+0.750L+H Dsgn.L= 17.50 ft 1 0.646 0.442 142.81 142.81 369.00 220,96 1.00 1.00 48.05 163.14 108.76 +D+0.750L+0.750S+H Dsgn.L= 17.50 ft 1 0.569 0.390 125.79 125.79 369.00 220.96 1.00 1,00 42.38 163.14 108.76 +D+0.60W+H Dsgn.L= 17.50 ft 1 0.365 0.251 80.71 80.71 369.00 220.96 1.00 1.00 27.35 163.14 108.76 +D+0.750Lr+0.450W+H Dsgn.L= 17.50 ft 1 0.442 0.304 97.73 97.73 369.00 220,96 1.00 1.00 33.03 163.14 108.76 +D+0.750S+0.450W+H Dsgn.L= 17.50 ft 1 0.365 0.251 80.71 80.71 369.00 220.96 1.00 1.00 27.35 163.14 108.76 :. i V I I� Title Block Line 1 Project Title: You can change this area Engineer: 28 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Tale Block Line 6 Printed: 5 JUL 2019, 2:54PM Steel Beam File=C:1PROGRA-21ENERCA-1ENERCALC_6 , Software 0Pyd9M ENERCALC,INC.1983-2019,Build:10.19.1.30 , i.00. DESCRIPTION: --None-- Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega a 9.60D+0.60W+0.60H Dsgn.L= 17.50 ft 1 0.219 0.151 48.42 48.42 369.00 220.96 1.00 1.00 16.41 163.14 108.76 +D+0.70E+0.60H Dsgn.L= 17.50 ft 1 0.365 0 251 80.71 80.71 369.00 220.96 1.00 1.00 27.35 163.14 10876 +D+0.750L+0 750S+0.5250E+H Dsgn.L= 17.50 ft 1 0.569 0.390 125.79 125.79 369.00 220,96 1.00 1.00 42.38 16314 108.76 +0.60D+0.70E+H Dsgn.L= 17.50 ft 1 0.219 0.151 48.42 48.42 369.00 220.96 1.00 1.00 16.41 163.14 108.76 Overall Maximum Deflections Load Combination Span Max."'Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750Lr+0.750L+H 1 0.2097 9.850 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 12.024 48.055 Overall MINimum 1.566 7.567 +D+H 7 741 27.352 +D+L+H 11.886 47.389 +D+Lr+H 9.307 34 919 +D+S+H 7.741 27.352 +D+0.750Lr+0.750L+H 12.024 48.055 +D+0.750L+0.750S+H 10.850 42.379 +D+O 60W+H 7.741 27.352 +D+0.750Lr+0.450W+H 8.915 33.028 +D+0.750S+0.450W+H 7.741 27.352 +0.60D+0.60W+0.60H 4.645 16.411 +D+0.70E+0.60H 7.741 27.352 +D+0.750L+0.750S+0.5250E+H 10.850 42.379 +0.60D+0.70E+H 4.645 16.411 D Only 7.741 27.352 Lr Only 1.566 7.567 L Only 4.145 20.037 S Only W Only E Only H Only l I • 1 Title Block Line 1 Project Title: You can change this area Engineer: 29 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 4 JUL 2019, 8:42PM Steel Beam File=WPROGRA-AENERCA-1ENERCALC_6. Software Rt ENERCALC,INC.1983-2019,Build:10.19.1.30. r.0r. DESCRIPTION: --None-- CODE REFERENCES Calculations per Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending a P(O 3393OO Zr(0).565625) D(0.04877511 O( Lr(0}.08125) e e O(O,Sd30 (0.724 j 0 0.078 L'd0.104' e ° t�KOL5Fi P{0 66)Alk 0�0.078pL�0 W18x50 AN, W18x50 Span= 19.0 fl Span=6.250 ft I, Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.0240, L=0.0320 ksf, Tributary Width=21.250 ft,(2nd Floor Load) Uniform Load: D=0.0240, L=0.0320 ksf, Tributary Width=22.625 ft,(3rd Floor Cantilever Load) Uniform Load: D=0.0120 ksf, Tributary Width=20.0 ft,(Wall Dead Load) Uniform Load: D=0.0150, Lr=0.0250 ksf, Tributary Width=22.625 ft,(Roof Load) Load for Span Number 2 Uniform Load D=0.0240, L=0.0320 ksf, Tributary Width=3.250 ft,(2nd Floor Load) Uniform Load: D=0.0240, L=0.0320 ksf, Tributary Width=3.250 ft,(3rd Floor Load) Uniform Load: D=0.0120 ksf, Tributary Width=20.0 ft,(Wall Dead Load) Uniform Load: D=0.0150, Lr=0.0250 ksf, Tributary Width=3.250 ft,(Roof Load) DESIGN SUMMARY _ • Maximum Bending Stress Ratio = 0.748: 1 Maximum Shear Stress Ratio= T 0.334:1 Section used for this span W18x50 Section used for this span W18x50 Ma:Applied 135.711 k-ft Va:Applied 30.748 k Mn/Omega:Allowable 181.437 k-ft Vn/Omega:Allowable 92.016 k Load Combination +D+0.750Lr+0.750L+H Load Combination +D+0.750Lr+0.750L+H Location of maximum on span 9.272ft Location of maximum on span 19.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.172 in Ratio= 1,327>=480 Max Upward Transient Deflection -0.172 in Ratio= 872 >=480 Max Downward Total Deflection 0.378 in Ratio= 602 >=360 Max Upward Total Deflection -0.369 in Ratio= 406 >=360 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 19.00 ft 1 0.392 0.179 71.16 -9,66 71.16 303.00 181.44 1.00 1.00 16.49 138.02 92.02 Title Block Line 1 Project Title: You can change this area Engineer: 30 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 4 JUL 2019, 8:42PM Steel Beam File=C:1PROGRA-21ENERCA-1ENERCALC 6 Software copydpht ENERCALC,INC.1983.2019,Build:10.19.1.30 0.r0., - BRADLEY ENGINEERING: DESCRIPTION: --None-- Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 6.25 ft 2 0.053 0,034 -9.66 9.66 303.00 181.44 1.00 1.00 3.09 138.02 92.02 +D+L+H Dsgn.L= 19.00 ft 1 0.730 0.326 132.49 -13.73 132.49 303.00 181.44 1.00 1.00 30.04 138.02 92.02 Dsgn.L= 6.25 ft 2 0.076 0.048 -13.73 13.73 303.00 181.44 1.00 1.00 4.39 138.02 92.02 +D+Lr+H Dsgn.L= 19.00 ft 1 0.529 0.239 95.89 -11.25 95.89 303.00 181.44 1.00 1.00 21.95 138.02 92.02 Dsgn.L= 6.25 ft 2 0.062 0.039 -11.25 11.25 30300 181.44 1.00 1.00 3.60 138.02 9202 +D+S+H Dsgn.L= 19.00 It 1 0.392 0.179 71.16 -9.66 71.16 303.00 181.44 1.00 100 16.49 138.02 92.02 Dsgn.L= 6.25 ft 2 0.053 0.034 -9.66 9.66 303.00 181.44 1.00 1.00 309 13802 92.02 +D+0.750Lr+0.750L+H Dsgn.L= 19.00 ft 1 0.748 0.334 135.71 -13.90 135.71 303.00 181.44 1.00 100 30.75 138.02 92.02 Dsgn_L= 6.25 ft 2 0.077 0.048 -13.90 13.90 303.00 181.44 1.00 100 4.45 138.02 92.02 +D+0.750L+0.750S+H Dsgn.L= 19.00 ft 1 0.646 0.290 117.16 -12.71 117.16 303.00 181.44 1.00 100 26.66 138.02 92.02 Dsgn.L= 6.25 It 2 0.070 0.044 -12.71 12.71 303.00 181.44 1.00 1.00 4.07 138,02 92.02 +D+0.60W+H Dsgn.L= 19.00 ft 1 0.392 0179 71.16 -9.66 71.16 303.00 181.44 1.00 100 1649 138.02 92.02 Dsgn.L= 6.25 ft 2 0.053 0.034 -9.66 9.66 303.00 181.44 1.00 100 3.09 138.02 92.02 +D+0.750Lr+0.450W+H Dsgn.L= %00 ft 1 0.494 0.224 89.71 -10.85 89.71 303.00 181.44 100 1.00 20.58 138.02 92.02 Dsgn.L= 6.25 It 2 0.060 0.038 -10.85 10.85 303.00 181.44 100 100 3.47 138.02 92.02 +D+0.750S+0.450W+H Dsgn.L= 19.00 ft 1 0.392 0.179 71.16 -9.66 71.16 303.00 181.44 100 1.00 16.49 138.02 92.02 Dsgn.L= 6 25 It 2 0.053 0.034 -9.66 9.66 303.00 181.44 100 100 3.09 138.02 92.02 +0.60D+0.60W+0.60H Dsgn.L= 19.00 ft 1 0.235 0.108 42.70 -5.80 42.70 303.00 181.44 1.00 100 9.89 138.02 92.02 Dsgn L= 6.25 ft 2 0.032 0.020 -5.80 5.80 303.00 181.44 1.00 100 1.86 138.02 92.02 +D+0.70E+0.60H Dsgn L= 19.00 ft 1 0.392 0.179 71.16 -9.66 71.16 303.00 181.44 1.00 1.00 16.49 138.02 92.02 Dsgn.L= 6.25 ft 2 0.053 0.034 -9.66 9.66 303.00 181.44 1.00 1.00 3.09 138.02 92.02 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 19.00 ft 1 0.646 0.290 117.16 -12.71 117.16 303.00 181.44 1.00 1.00 26.66 138.02 92.02 Dsgn.L= 6.25 It 2 0.070 0.044 -12.71 12.71 303.00 181.44 1.00 1.00 4.07 138,02 92.02 +0.60D+0.70E+H Dsgn.L= 19.00 ft 1 0.235 0.108 42.70 -5.80 42.70 303.00 181.44 1.00 100 9.89 138.02 92.02 Dsgn.L= 6.25 ft 2 0.032 0.020 -5.80 5,80 303.00 181.44 1.00 1.00 1.86 138.02 92.02 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max.'W'Deft Location in Span +D+0,750Lr+4.750L+H 1 0.3784 9.424 0:0000 0.000 2 0.0000 9.424 +D+0.750Lr+0.750L+H -0.3693 6.250 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAximum 29.285 35.196 Overall MINimum 5.290 5.965 +D+H 15.474 19.583 +D+L+H 28.598 34.435 +D+Lr+H 2O.764 25.548 +D+S+H 15.474 19.583 +D+0.750Lr+0.750L+H 29.285 35.196 +D+0.750L+0.750S+H 25.317 30.722 +D+0.60W+H 15.474 19.583 +D+0.750Lr+0.450W+H 19.441 24.057 +D+0.750S+0.450W+H 15.474 19.583 +0.60D+0.60W+0.60H 9.284 11.750 +D+0.70E+0.60H 15.474 19.583 +D+0.750L+0.750S+0.5250E+H 25.317 30.722 +0.60D+0.70E+H 9.284 11.750 D Only 15.474 19.583 Lr Only 5.290 5.965 L Only 13.124 14.852 S Only W Only E Only H Only • - ��.. � 1 I I Title Block Line 1 Project Title: You can change this area Engineer: 31 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection, Title Block Line 6 Printed: 4 JUL 2019, 7:39PM Steel Beam File=C:1PR0GRA-21ENERCA-1ENERCALC_6 . Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30 . 11 Off DESCRIPTION: --None-- CODE REFERENCES Calculations per Load Combination Set:ASCE 7-16 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(o 05.4_)L(o 072) ° D(0.339375O L r0.5G50 25) r ° ( a) D�0.543fL 0 724) D8 ° 0.816 + W 1 ex71 A� Span=23 250 ft _ Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0240, L=0.0320 ksf, Tributary Width=19.250 ft,(1st Floor Load) Uniform Load: D=0.0240, L=0.0320 ksf, Tributary Width=22.625 ft,(2nd Floor Load) Uniform Load: D=0.0120 ksf, Tributary Width=20.0 ft,(Wall Dead Load) Uniform Load: D=0.0150, Lr=0.0250 ksf, Tributary Width=22.625 ft,(Roof Load) Uniform Load: D=0.0240, L=0.0320 ksf,Extent=6.250- >23.250 ft, Tributary Width=2.250 ft,(1st Floor Bump out floor) DESIGN SUMMARY • _ Maximum Bending Stress Ratio = 0.818: 1 Maximum Shear Stress Ratio= 0.281 : 1 Section used for this span W18x71 Section used for this span W18x71 Ma:Applied 214.670 k-ft Va:Applied 37.023 k Mn/Omega:Allowable 262.275 k-ft Vn/Omega:Allowable 131.868 k Load Combination +D+0.750Lr+0.750L+H Load Combination +D+0.750Lr+0.750L+H Location of maximum on span 11.625ft Location of maximum on span 23.250 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.272 in Ratio= 1,023> 480 Max Upward Transient Deflection 0.000 in Ratio= 0 <480 Max Downward Total Deflection 0.618 in Ratio= 451 >=400 Max Upward Total Deflection 0.000 in Ratio= 0<400 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 23.25 ft 1 0.438 0.150 114,98 114.98 438.00 262.28 1.00 1.00 19.83 197.80 131.87 +D+L+H Dsgn.L= 23.25 ft 1 0.799 0.274 209.68 209.68 438.00 262.28 1.00 1.00 36.18 197.80 131.87 +D+Lr+H Dsgn.L= 23,25 ft 1 0.584 0.200 153.20 153.20 438.00 262.28 1.00 1.00 26.40 197.80 131.87 +D+S+H Dsgn.L= 23.25 ft 1 0 438 0.150 114.98 114.98 438.00 262.28 1.00 1.00 19.83 197.80 131.87 +D+0.750Lr+0.750L+H Dsgn.L= 23.25 ft 1 0.818 0.281 214.67 214.67 438.00 262.28 1.00 1.00 37.02 197.80 131.87 +D+0.750L+0.750S+H Dsgn.L= 23.25 ft 1 0.709 0.243 186.01 186.01 438.00 262.28 1.00 1.00 32.09 197.80 131.87 +D+0.60W+H iI I Y Title Block Line 1 Project Title: You can change this area Engineer: 32 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr. Title Block"selection. Title Block Line 6 Printed: 4 JUL 2019, 7:39PM Steed Beam File=C:1PROGRA-21ENERCA-1ENERCALC_6 Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30 0.00. DESCRIPTION: --None-- Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 23.25 ft 1 0.438 0.150 114.98 114.98 438.00 262.28 1.00 1.00 19.83 197.80 131.87 +D+0.750Lr+0.450W+H Dsgn L= 23.25 ft 1 0.548 0.188 143.64 143.64 438.00 262.28 100 1.00 24.76 197.80 131.87 +D+0.750S+0.450W+H Dsgn L= 23.25 ft 1 0.438 0.150 114.98 114.98 438.00 262.28 1.00 1.00 19.83 197.80 131.87 +0.60D+0.60W+0.60H Dsgn.L= 23.25 ft 1 0.263 0.090 68.99 68.99 438.00 262.28 1.00 1.00 11.90 197.80 131.87 +D+0.70E+0.60H Dsgn.L= 23.25 ft 1 0.438 0.150 114.98 114.98 438.00 262.28 1.00 1.00 19.83 197.80 131.87 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 23.25 ft 1 0 709 0.243 186.01 18601 438.00 262.28 1.00 1.00 3209 197.80 131.87 +0.60D+0.70E+H Dsgn.L= 23.25 ft 1 0.263 0.090 68.99 68.99 438.00 262.28 1.00 1.00 11.90 197.80 131.87 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+°Defl Location in Span +D+0.750Lr+0.750L+H 1 0.6180 11.691 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimurn 36.530 37.023 Overall MINimum 6.575 6.575 +D+H 19.579 19.826 +D+L+H 35.604 36.180 +D+Lr+H 26.155 26.402 +D+S+H 19.579 19.826 +D+0.750Lr+0.750L+H 36.530 37,023 +D+0.750L+0.750S+H 31.598 32.092 +D+0.60W+H 19.579 19.826 +D+0.750Lr+0.450W+H 24.511 24.758 +D+0.750S+0.450W+H 19.579 19.826 +0.60D+0.60W+0.60H 11.748 11.896 +D+0.70E+0.60H 19.579 19.826 +D+0.750L+0.750S+0.5250E+H 31.598 32.092 +0.60D+0.70E+H 11.748 11.896 D Only 19.579 19.826 Lr Only 6.575 6.575 L Only 16.025 16.354 S Only W Only E Only H Only i �� Title Block Line 1 Project Title: You can change this area Engineer: 33 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 4 JUL 2019, 8:47PM Software copydght ENERCALC,INC.1983-2019,Build:10.19.1.30 Steel Beam File=C:1PROGRA-21ENERCA-1ENERCALC_6. 4.00. DESCRIPTION: --None-- CODE REFERENCES Calculations per Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending a D(0.33775 J( 5625) " d D(0,048)1_(0_064) ^ D O-S1).L 0.68 a D�0.51)L�O.68; - 1 W 18x76 j l� Span=25 50 ft AN, Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0240, L=0.0320 ksf, Tributary Width=21.250 ft,(2nd Floor Load) Uniform Load: D=0.0240, L=0.0320 ksf, Tributary Width=21.250 ft,(3rd Floor Load(no Cant)) Uniform Load: D=0.0240, L=0.0320 ksf,Extent=7.725- >25.50 ft, Tributary Width=2.0 ft,(3rd Floor Cantilever Addition) Uniform Load: D=0.0120 ksf, Tributary Width=20.0 ft,(Wall Dead Load) Uniform Load: D=0.0150, Lr=0.0250 ksf, Tributary Width=22.50 ft,(Roof Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.887: 1 Maximum Shear Stress Ratio= 0.367: 1 Section used for this span W18x76 Section used for this span W18x76 Me:Applied 259.592 k-ft Va:Applied 40.833 k Mn/Omega:Allowable 292.814 k-ft Vn/Omega:Allowable 111.384 k Load Combination +D+0.750Lr+0.750L+H Load Combination +D+0.750Lr+0.750L+H Location of maximum on span 12,7501 Location of maximum on span 25.500 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.349 in Ratio= 875>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.791 in Ratio= 387 >=360 Max Upward Total Deflection 0.000 in Ratio= 0 <360 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 25.50 ft 1 0.475 0.197 139.21 139.21 489.00 292.81 1.00 1.00 21.89 167.08 111.38 +D+L+H Dsgn.L= 25.50 ft 1 0 867 0.359 254.00 254.00 489.00 292.81 1.00 1.00 39.97 167.08 111.38 +D+Lr+H Dsgn.L= 25.50 ft 1 0.632 0.261 184.93 184.93 489.00 292.81 1.00 1.00 29.06 167.08 111.38 +D+S+H Dsgn.L= 25.50 ft 1 0.475 0.197 139.21 139.21 489.00 292.81 1.00 1.00 21.89 167.08 111.38 +D+0.750Lr+0.750L+H Dsgn.L= 25.50 ft 1 0.887 0.367 259.59 259.59 489.00 292.81 1.00 1.00 40.83 167.08 111.38 +D+0.750L+0.750S+H Dsgn.L= 25.50 ft 1 0 769 0.318 225.30 225.30 489.00 292.81 1.00 1.00 35.45 167.08 111.38 +D+0.60W+H i Title Block Line 1 Project Title: You can change this area Engineer: 34 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 4 JUL 2019, 8:47PM Steel Beam File=C:1PR0GRA-21ENERCA-1ENERCALC_6 . Software copyright ENERCALC.INC.1983-2019,Build:10.19.1.30 0.i0 DESCRIPTION: --None-- Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 25.50 ft 1 0.475 0.197 139.21 139.21 489.00 292.81 100 1.00 21.89 167.08 111.38 +D+0.750Lr+0.450W+H Dsgn.L= 25.50 ft 1 0.593 0.245 173.50 173.50 489.00 292.81 1.00 1.00 27.27 167.08 111.38 +D+0.750S+0.450W+H Dsgn.L= 25.50 ft 1 0.475 0.197 139.21 139.21 489.00 292.81 1.00 1.00 21.89 167.08 111.38 +0.60D+0.60W+0.60H Dsgn.L= 25.50 ft 1 0 285 0.118 83.53 83.53 489.00 292.81 1.00 1.00 13.14 167.08 111.38 +D+0.70E+0.60H Dsgn.L= 25.50 ft 1 0.475 0.197 13921 139.21 489.00 292.81 1.00 1.00' 21.89 16708 111.38 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 25.50 ft 1 0.769 0.318 225.30 225.30 489.00 292.81 1.00 1.00 35.45 167.08 111.38 +0.60D+0.70E+H Dsgn.L= 25.50 ft 1 0.285 0.118 83.53 83.53 489.00 292.81 1.00 1.00 13.14 167.08 111.38 Overall Maximum Deflections Load Combination Span Max.'-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750Lr+0.750L+H 1 0.7908 12.823 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall imum 40.3 66 40.833 Overall MINimum 7.172 7.172 +D+H 21.634 21.893 +D+L+H 39.371 39.974 +D+Lr+H 28,806 29.065 +D+S+H 21.634 21.893 +D+0.750Lr+0.750L+H 40.316 40.833 +D+0.750L+0.750S+H 34.937 35.454 +D+0.60W+H 21.634 21.893 +D+0.750Lr+0.450W+H 27 013 27.272 +D+0.750S+0.450W+H 21.634 21.893 +0.60D+0.60W+0.60H 12.981 13.136 +D+0.70E+0.60H 21.634 21.893 +D+0.750L+0.750S+0.5250E+H 34.937 35.454 +0.60D+0.70E+H 12.981 13.136 D Only 21.634 21.893 Lr Only 7.172 7.172 L Only 17.736 18.081 S Only W Only E Only H Only ., i ' 1 Title Block Line 1 Project Title You can change this area Engineer: 35 using the"Settings"menu item Project ID and then using the"Printing& Project Descr: Title Block"selection. Tive Block LIDe6 Printed: 5 JUL 2019,12.59PM Steel Beam �=cIPROGRA-21ENERCA-1ENERCALC-6. Software cpWghl ENERCALC•INC.1963.2019,Build:10.19.1.30 i.0i DESCRIPTION: --None-- CODE REFERENCES Calculations per Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.24) ° D(0.2325)ltr(0.3875 ° D(0.372)L(0.66575)' ° D(0 336J1(0,511) ° e- o 0 I _ 1 W 18x46 I Span=18 750 INAN, Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0240, L=0.03650 ksf, Tributary Width=14.0 ft,(2nd Floor Load) Uniform Load: D=0.0240, L=0.03650 ksf, Tributary Width=15.50 ft,(3rd Floor Load) Uniform Load: D=0.0150, Lr=0.0250 ksf, Tributary Width=15.50 ft,(Roof Load) Uniform Load: D=0.0120 ksf, Tributary Width=20.0 ft,(Wall Dead Load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.627: 1 Maximum Shear Stress Ratio= 0.232 : 1' Section used for this span W1806 Section used for this span W18x46 Me:Applied 102.159 k-ft Va:Applied 21.794 k Mn/Omega:Allowable 162.934 k-ft Vn/Omega:Allowable 93.830 k Load Combination +D+0.750Lr+0.750L+H Load Combination +D+0.750Lr+0.750L+H Location of maximum on span 9.375ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.146 in Ratio= 1,544-480 Max Upward Transient Deflection 0.000 in Ratio= 0 <480 Max Downward Total Deflection 0.315 in Ratio= 715-360 Max Upward Total Deflection 0.000 in Ratio= 0 <360 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 18.75 ft 1 0.331 0.123 53.90 53.90 272.10 162.93 1.00 1.00 11.50 140.75 93.83 +D+L+H Dsgn.L= 18.75 ft 1 0 621 0.230 101.22 101.22 272.10 162.93 1.00 1.00 21.59 140.75 93.83 +D+Lr+H Dsgn L= 18.75 ft 1 0.435 0.161 70.93 70.93 272.10 162.93 1.00 1.00 15.13 140.75 93.83 +D+S+H Dsgn.L= 18.75 ft 1 0 331 0.123 53.90 53.90 272.10 162.93 1.00 1.00 11.50 140.75 93.83 +D+0.750Lr+0.750L+H Dsgn.L= 18.75 ft 1 0 627 0.232 102.16 102.16 272.10 162.93 1.00 1.00 21.79 140.75 93.83 +D+0.750L+0.750S+H Dsgn.L= 18 75 ft 1 0 549 0.203 89.39 89.39 272.10 162.93 1.00 100 19.07 140.75 93.83 +D+0.60W+H Dsgn.L= 18.75 ft 1 0.331 0 123 53.90 53.90 272.10 16293 1.00 1.00 11.50 140.75 93.83 +D+0.750Lr+0.450W+H Title Block Line 1 Project Title: You can change this area Engineer: 36 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 5 JUL 2019,12:59PM Steed Beam He=C:1PROGRA-21ENERCA-1ENERCALC_6 Software copyright ENERCALC,INC.1983-2019,Bulld:10.19.1.30 0.00 DESCRIPTION: --None-- Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 18.75 ft 1 0.409 0.152 66.67 66.67 272.10 162.93 1.00 1.00 14.22 140.75 93.83 +D+0.750S+0.450W+H Dsgn.L= 18.75 ft 1 0.331 0.123 53.90 53.90 272.10 162.93 1.00 1.00 11.50 140.75 93.83 +0.60D+0.60W+0.60H Dsgn.L= 18.75 ft 1 0.198 0.074 32.34 32.34 272.10 162.93 1.00 1.00 6.90 140.75 93.83 +D+0.70E+0.60H Dsgn.L= 18.75 It 1 0.331 0.123 53.90 53.90 272.10 162.93 1.00 1.00 11.50 140.75 93.83 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 18.75 It 1 0.549 0.203 89.39 89.39 272.10 162.93 100 1.00 19.07 140.75 93.83 +0.60D+0.70E+H Dsgn.L= 18.75 ft 1 0.198 0.074 32.34 32.34 272.10 162.93 1.00 1.00 6.90 140.75 93.83 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max.'W'Deft Location in Span +D+0.750Lr+0.750L+H 1 0.3145 9.429 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 very 9ARunum 21.794 21.794 Overall MINimum 3.633 3.633 +D+H 11.498 11.498 +D+L+H 21.593 21.593 +D+Lr+H 15.131 15.131 +D+S+H 11.498 11.498 +D+0.750Lr+0.750L+H 21.794 21.794 +D+0.750L+0.750S+H 19.069 19.069 +D+0.60W+H 11.498 11.498 +D+0.750Lr+0.450W+H 14.223 14.223 +D+0.750S+0.450W+H 11.498 11.498 +0.60D+0.60W+0.60H 6.899 6.899 +D+0.70E+0.60H 11.498 11.498 +D+0.750L+0 750S+0.5250E+H 19.069 19.069 +0.60D+0 70E+H 6.899 6.899 D Only 11.498 11.498 Lr Only 3.633 3.633 L Only 10.095 10.095 S Only W Only E Only H Only , . - U l ~ = � ° � . . / � ' ^ | | � � | | ^. ) Title Block Line 1 Project Title: You can change this area Engineer: 37 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 5 JUL 2019,12:30PM Steel Beam File=C:1PROGRA-2%ENERCA-1ENERCAI.C_6 Software copyngbt ENERCALC,INC.1983-2019,Build:10.19.1.30 r:rr DESCRIPTION: --None-- CODE REFERENCES Calculations per Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending O(0.2A eO.23A375)'Lr(�390625)0 )LL't.3780.5d8875 - -e d"A.339 i 0Als 4t�7375 i W 18x55 Span=23 750 ft I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0240, L=0.0350 ksf, Tributary Width=14.125 ft,(2nd Floor Load) Uniform Load: D=0.0240, L=0.0350 ksf, Tributary Width=15.625 ft,(3rd Floor Load(with Cantilever)) Uniform Load: D=0.0150, Lr=0.0250 ksf, Tributary Width=15.625 ft,(Roof Load) Uniform Load: D=0.0120 ksf, Tributary Width=20.0 ft,(Wall Dead Load) DESIGN SUMMARY MEN=• Maximum Bending Stress Ratio = 0.812: 1 Maximum Shear Stress Ratio= 0.271 : 1 Section used for this span W18x55 Section used for this span W18x55 Ma:Applied 163.386 k-ft Va:Applied 27.518 k Mn/Omega:Allowable 201.198 k-ft Vn/Omega:Allowable 101.650 k Load Combination +D+0.750Lr+0.750L+H Load Combination +D+0.750Lr+0.750L+H Location of maximum on span 11.875ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.290 in Ratio= 982>=480 Max Upward Transient Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0 646 in Ratio= 441 >=360 Max Upward Total Deflection 0.000 in Ratio= 0<360 Maximum Forces S Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 23.75 ft 1 0.436 0.145 87.67 87.67 336.00 201.20 1.00 1.00 14.77 152.47 101.65 +D+L+H Dsgn.L= 23.75 ft 1 0.801 0.267 161.08 161.08 336.00 201.20 1.00 1.00 2713 152.47 10165 +D+Lr+H Dsgn.L= 23.75 ft 1 0.573 0.191 115.21 115.21 336.00 201.20 1.00 1.00 19.40 152.47 101.65 +D+S+H Dsgn.L= 23.75 ft 1 0 436 0.145 8767 87.67 336.00 201.20 1.00 1.00 14,77 152.47 101.65 +D+0.750Lr+0.750L+H Dsgn.L= 23.75 ft 1 0.812 0.271 163.39 163.39 336.00 201.20 1.00 1.00 27.52 152.47 101.65 +D+0.750L+0.750S+H Dsgn.L= 23.75 ft 1 0.709 0.236 142.73 142.73 336.00 201.20 1.00 1.00 24.04 152.47 101.65 +D+0.60W+H Dsgn.L= 23.75 ft 1 0.436 0.145 87.67 87.67 336.00 201.20 1.00 1.00 14.77 152.47 101.65 +D+0.750Lr+0.450W+H i Title Block Line 1 Project Title: You can change this area Engineer: 38 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 5 JUL 2019.12:30PM Steel Beam Flo-C:1PROGRA-21ENERCA-1ENERCALC 6 SoftwarecoWighlENERCALC,INC.1983-2019,Build:10.19.1.30. 0.00• DESCRIPTION: --None-- Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 23.75 ft 1 0.538 0.179 108.32 108.32 336.00 201.20 1.00 1.00 18.24 152.47 101.65 +D+0.750S+0.450W+H Dsgn.L= 23.75 ft 1 0.436 0.145 87.67 87.67 336.00 201.20 1.00 1.00 14.77 15247 101.65 +0.60D+0.60W+0.60H Dsgn.L= 23.75 ft 1 0.261 0.087 52.60 52.60 336.00 201.20 1.00 1.00 8.86 152.47 101.65 +D+0.70E+0.60H Dsgn.L= 23.75 It 1 0.436 0.145 87.67 87.67 336.00 201.20 1.00 1.00 1477 152.47 101.65 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 23.75 ft 1 0.709 0.236 142.73 142.73 336.00 201.20 1.00 1.00 24.04 152.47 101.65 +0.60D+0.70E+H Dsgn.L= 23.75 It 1 0.261 0.087 52.60 52.60 336.00 201.20 1.00 1.00 8.86 152.47 101.65 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"DeFl Location in Span +D+0.750Lr+0.750L+H 1 0.6457 11.943 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 27.518 T7-5-lT- Overall MINimum 4.639 4.639 +D+H 14.765 14.765 +D+L+H 27.130 27.130 +D+Lr+H 19.404 19.404 +D+S+H 14.765 14.765 +D+0.750Lr+0.750L+H 27.518 27.518 +D+0.750L+0.750S+H 24.039 24.039 +D+0.60W+H 14.765 14.765 +D+0.750Lr+0.450W+H 18.244 18.244 +D+0.750S+0.450W+H 14.765 14.765 +0 60D+0.60W+0.60H 8.859 8.859 +D+0.70E+0.60H 14.765 14.765 +D+0.750L+0.750S+0.5250E+H 24.039 24.039 +0.60D+0.70E+H 8.859 8.859 D Only 14.765 14.765 Lr Only 4.639 4.639 L Only 12.365 12.365 S Only W Only E Only H Only Title Block Line 1 Project Title: You can change this area Engineer: 39 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed: 5 JUL 2019,12:51PM Steel Beam File=C:1PROGRA-21ENERCA-1ENERCALC 6. Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30, DESCRIPTION: --None-- CODE REFERENCES Calculations per Load Combination Set:ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0-211875)Lr((0 353126) • O(0.03�L�(0.06)�, + D(Ow2d) � D 0.339 L 0.4GG125 D�O,339�L0.4G6125� ' I W i axGO Span=25 250 ft I7� Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0240, L=0.0330 ksf, Tributary Width=14.125 ft,(2nd Floor Load) Uniform Load: D=0.0240, L=0.0330 ksf, Tributary Width=14.125 ft,(3rd Floor Load(no Cantilever)) Uniform Load: D=0.0240, L=0.0330 ksf,Extent=19.250--»25.250 ft, Tributary Width=2.0 ft,(3rd Floor Cantilever Addition) Uniform Load: D=0.0120 ksf, Tributary Width=20.0 ft,(Wall Dead Load) Uniform Load: D=0.0150, Lr=0.0250 ksf, Tributary Width=14.125 ft,(Roof Load) Uniform Load: D=0.0150, Lr=0.0250 ksf,Extent=19.250-->>25.250 ft, Tributary Width=2.0 ft,(Roof Load At Cantilever) DESIGN SUMMARY _ • Maximum Bending Stress Ratio = 0.784: 1 Maximum Shear Stress Ratio= 0.258: 1 Section used for this span W18x60 Section used for this span W18x60 Ma:Applied 173.144 k-ft Va:Applied 28.065 k Mn/Omega:Allowable 220.958 k-ft Vn/Omega:Allowable 108.763 k Load Combination +D+0.750Lr+0.750L+H Load Combination +D+0.750Lr+0.750L+H Location of maximum on span 12.697ft Location of maximum on span 25.250 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.303 in Ratio= 1,000>=480 Max Upward Transient Deflection 0.000 in Ratio= 0 <480 Max Downward Total Deflection 0.700 in Ratio= 433 -360 Max Upward Total Deflection 0.000 in Ratio= 0 <360 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 25.25 ft 1 0.432 0.142 95.53 95.53 369.00 220.96 1.00 1.00 15.43 163.14 108.76 +D+L+H Dsgn.L= 25.25 ft 1 0.771 0.253 170.42 170.42 369.00 220.96 1.00 1.00 27.55 163.14 108.76 +D+Lr+H Dsgn.L= 25.25 ft 1 0.562 0.185 124.12 124.12 369.00 220.96 1.00 1.00 20.16 163.14 108.76 +D+S+H Dsgn.L= 25.25 ft 1 0.432 0.142 95.53 95.53 369.00 220.96 1.00 1.00 15.43 163.14 108.76 +D+0.750Lr+0,750L+H Dsgn.L= 25.25 ft 1 0.784 0.258 173.14 173.14 369.00 220.96 1.00 1.00 28.07 163.14 108.76 i ,. i Title Block Line 1 Project Title: You can change this area Engineer: 40 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Une 6 Printed: 5 JUL 2019,12:51 PM Steel Beam File=C:1PROGRA-21ENERCA-1ENERCALC_6 Software coay+ipbt ENERCALC,INC.1983-2019,Build:10.19.1.30 r0 DESCRIPTION: --None-- Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+0.750L+0.750S+H Dsgn.L= 25.25 ft 1 0.687 0.225 151.70 151.70 369.00 220.96 1.00 1.00 24.52 163.14 108.76 +D+0.60W+H Dsgn.L= 25.25 It 1 0.432 0.142 95.53 95.53 369.00 220.96 1.00 1.00 15.43 163.14 108.76 +D+0.750Lr+0.450W+H Dsgn.L= 25.25 ft 1 0.529 0.174 116.98 116.98 369.00 220.96 1.00 1.00 18.98 163.14 108.76 +D+0.750S+0.450W+H Dsgn.L= 25.25 ft 1 0,432 0.142 95.53 95.53 369.00 220.96 1.00 1.00 15.43 163.14 108.76 +0.60D+0.60W+0.60H Dsgn.L= 25.25 ft 1 0.259 0.085 57.32 57.32 369.00 220.96 1.00 1.00 9.26 16314 108.76 +D+0.70E+0.60H Dsgn.L= 25.25 ft 1 0.432 0.142 9553 95.53 369.00 220.96 1.00 1.00 15.43 163.14 108.76 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 25.25 ft 1 0.687 0.225 151.70 151.70 369.00 220.96 1.00 1.00 24.52 163.14 108.76 +0.60D+0.70E+H Dsgn.L= 25.25 ft 1 0.259 0.085 57.32 57.32 369.00 220.96 1.00 1.00 9.26 163.14 108.76 Overall Maximum Deflections Load Combination Span Max.''Defl Location in Span Load Combination Max."+°Defl Location in Span +D+O 750Lr+0.750L+H 1 0.7004 12.697 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 27.311 28.065 Overall MINimum 4.494 4.723 +D+H 15.078 15.435 +D+L+H 26.894 27.553 +D+Lr+H 19.572 20.157 +D+S+H 15.078 15.435 +D+0.750Lr+0.750L+H 27.311 28.065 +D+0.750L+0.750S+H 23.940 24.524 +D+0.60W+H 15.078 15.435 +D+0.750Lr+0.450W+H 18.448 18.976 +D+0.750S+0.450W+H 15.078 15.435 +0.60D+0.60W+0.60H 9.047 9.261 +D+0.70E+0.60H 15.078 15.435 +D+0.750L+0.750S+0.5250E+H 23.940 24.524 +0.60D+0.70E+H 9.047 9.261 D Only 15.078 15.435 Lr Only 4.494 4.723 L Only 11.817 12.119 S Only W Only E Only H Only C6enl. Date: 7/8/. Page 1 of 2 Project: Designer: 41 Address: QuontBy 1 Project B1 PWI-47 18.000" - PASSED Level:Level —i - _- -- .-�. - -_ - - - - - - :ter ta!!C1Fif� MCIftG � R!'F� p!6R�C-� 1,6„ o c - 1 SPF 2 SPF 23'8" 42 5/16" 23'8" User Inputs Design Method: ASD Load Sharing: No Spans Building Code: IBC/IRC 2015 Importance: Normal Span 1: 23-8-0 Type: Joist Temperature: Temp<=100°F Bearings Application: Floor Decking: 3/4""Plywood Nailed and GI&O 1: 3.5" SPF Spacing: 16 Vibration: Not Checked Brg 2: 3.5" SPF Double Joist: No Defl.LL Span: L/480 Materiel Type: (Joist Defl.LL Cant: L/240 Material Name: PVVI-47 Defl.TL Span: L/480 Depth: 18 Defl.TL Cant: L/240 Width: 2.3125 Analysis Details Material Properties Name Depth Width EA El E-Flange K Mr Vr Vrinterior VrStlifener Fcp PM-47 18 2.3125 16.79E6 878E6 2.1E6 9.36E6 6500 2425 2425 2425 650 Resistance Factors Moment Factor Shear Factor Comp Perp Factor Cr-Bending Cr-Shear Load Sharing Ct Ct(E) 1 1 1 1 1 No 1 1 El(including Ct(E)) Bare El Composite El Ct(E)(temp.factor for E) 8.780000E+008 1.066767E+009 1 Load Combinations Checked for Strength(Factors include importance factor) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 D+L 1 1 1 1 0 0 0 Load Combinations Checked for Deflection(Total Loads: Dead + Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 D+L 1 1 1 1 0 0 0 Load Combinations Checked for Deflection(Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 L 1 1 0 1 0 0 0 Version 18.80.245 Powered by iStruct'" M.v • Title Block Line 1 Project Title: You can change this area Engineer: 42 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Block Line 6 Printed:10 JUL 2019. 3:57PM General FootingFile=Ci:1PRoGRA-21ENERCA-1ENERCALC_6 Software copyright ENERCALC,INC 1983.2019,Build:10.19.1.30 r.tr•. DESCRIPTION: --None-- Code References Calculations per Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 250 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) - 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. 0.30 �P Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings - Footing base depth below soil surface = 0.0 ft Min Steel /o Bending Reinf. - Allow press.increase per foot of depth - 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below - 0.0 ft Min.Overturning Safety Factor = 1.0:1 Min.Sliding Safety Factor - 1.0 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = 0.0 ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than = 0.0 ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 7 ft Length parallel to Z-Z Axis = 7.0 ft Z Footing Thickness = 20.0 in 11 di Y- 4 i4i 11 ' 111 ILI I Pedestal dimensions... I ! px:parallel to X-X Axis = 0 0 in pz:parallel to Z-Z Axis = 00111 Height - 0.0 m Rebar Centerline Edge of Concrete... I at Bottom of footing = 3.0 in Reinforcing r� Bars parallel to X-X Axis Number of Bars = 8 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 8 Reinforcing Bar Size = # 6 ••M 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 D Lr L S W E H P:Column Load = 42.356 14626 45.60 0.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 00 0.0 0.0 00 0.0 0.0 0.0 k-ft M-zz = 00 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 00 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = &0 0.0 0.0 0.0 0.0 0.0 0.0 k Title Block Line 1 Project Title: You can change this area Engineer: 43 using the"Settings"menu item Project ID: and then using the"Printing& Project Descr: Title Block"selection. Title Bbck Line Printed:10 JUL 2019, 3:57PM General Footin File=C:1PROGRA-ZENERCA-IENERCALC 6 . g Software copynghl ENERCALC,INC 1983.2019,Build:10.19.1.30 DESCRIPTION: --None-- DESIGN SUMMARY - • • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8148 Soil Bearing 2.037 ksf 2.50 ksf +D+L+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 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 PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4387 Z Flexure(+X) 16.388 k-ftlft 37.353 k-ftlft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4387 Z Flexure(-X) 16.388 k-ftlft 37.353 k-ftlft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4387 X Flexure(+Z) 16.388 k-ftlft 37.353 k-ftlft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4387 X Flexure(-Z) 16.388 k-ftlft 37.353 k-ftlft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3352 1-way Shear(+X) 27.542 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3352 1-way Shear(-X) 27.542 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3352 1-way Shear(+Z) 27.542 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3352 1-way Shear(-Z) 27.542 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.6626 2-way Punching 108.872 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Le @,-X Right,+X Ratio X-X,+D+H 2.50 n/a 0.0 1.106 1.106 n/a n/a 0.442 X-X,+D+L+H 2.50 n/a 0.0 2.037 2.037 n/a n/a 0.815 X-X,+D+Lr+H 2.50 n/a 0.0 1.405 1.405 n/a n/a 0.562 X-X,+D+S+H 2.50 n/a 0.0 1.106 1.106 n/a n/a 0.442 X-X,+D+0.750Lr+0.750L+H 2.50 n/a 0.0 2.028 2.028 n/a n/a 0.811 X-X,+D+0.750L+0.750S+H 2.50 n/a 0.0 1.804 1.804 n/a n/a 0.722 X-X,+D+0.60W+H 2.50 n/a 0.0 1.106 1.106 n/a n/a 0.442 X-X,+D+0.750Lr+0.450W+H 2.50 n/a 0.0 1.330 1.330 n/a n/a 0.532 X-X,+D+0.750S+0.450W+H 2.50 n/a 0.0 1.106 1.106 n/a n/a 0.442 X-X,+0.60D+0.60W+0.60H 2.50 n/a 0.0 0.6636 0,6636 n/a n/a 0.265 X-X,+D+0.70E+0.60H 2.50 n/a 0.0 1.106 1.106 n/a n/a 0.442 X-X,+D+0.750L+0.750S+0.5250E+H 2.50 n/a 0.0 1.804 1.804 n/a n/a 0.722 X-X,+0.60D+0.70E+H 2.50 n/a 0.0 0.6636 0.6636 n/a n/a 0.265 Z-Z,+D+H 2.50 0.0 n/a n/a n/a 1,106 1.106 0.442 Z-Z,+D+L+H 2.50 0.0 n/a n/a n/a 2,037 2.037 0.815 Z-Z,+D+Lr+H 2.50 0.0 n/a nla n/a 1.405 1.405 0.562 Z-Z,+D+S+H 2.50 0.0 n/a nla n/a 1,106 1.106 0.442 Z-Z,+D+0.750Lr+0.750L+H 2.50 0.0 n/a n/a n/a 2.028 2.028 0.811 Z-Z,+D+0.750L+0.750S+H 2.50 0.0 n/a n/a n/a 1.804 1.804 0.722 Z-Z,+D+0.60W+H 2.50 0.0 n/a n/a n/a 1.106 1.106 0.442 Z-Z,+D+0.750Lr+0.450W+H 2.50 0.0 n/a n/a n/a 1.330 1.330 0.532 Z-Z,+D+0.750S+0.450W+H 2.50 0.0 n/a n/a n/a 1.106 1.106 0.442 Z-Z,+0.60D+0.60W+0.60H 2.50 0.0 n/a n/a n/a 0.6636 0.6636 0.265 Z-Z,+D+0.70E+0.60H 2.50 0.0 n/a n/a n/a 1.106 1.106 0.442 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.50 0.0 n/a n/a n/a 1.804 1.804 0.722 Z-Z,+0.60D+0.70E+H 2.50 0.0 n/a n/a n/a 0.6636 0.6636 0.265 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio _ Status Footing Has NO Sliding i i 44 E= Anchor DesignerT"^ Company: I Date: 7/11/2019 Engineer: Page: 1/5 Software Project: Version 2.7.6990.1 Address: Phone: E-mail: 1.Prolect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Da &Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):25.00 State:Uncracked Anchor Information: Compressive strength,fc(psi):3000 Anchor type:Concrete screw 4J.,v:1.4 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.750 Supplemental reinforcement:No Nominal Embedment depth(inch):6.250 Reinforcement provided at corners:No Effective Embedment depth,hef(inch):4.860 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category:1 Ignore 6do requirement:Not applicable Anchor ductility:No Build-up grout pad:No hmin(Inch):10.00 cep(inch):7.31 Base Plate Cmin(inch): 1.75 Length x Width x Thickness(inch):14.00 x 14.00 x 0.63 Smin(inch):3.00 Yield stress:34084 psi Profile type/size:HSS6X6X5/16 Recommended Anchor Anchor Name:Titen HD®-3/4"0 Titan HD,hnom:6.25"(159mm) Code Report:ICC-ES ESR-2713 1 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 45 • g Anchor DesignerT11 Company: Date: 7/11/2019 Software Project: Page: 2/5 Project: Version 2.7.6990.1 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:No Strength level loads: Nua[lb]:-86035 W.[Ib]:0 Vuay[lb]: 10000 M.[ft-lb]:0 Muy[ft-lb]:0 Muz[ft-lb]:0 <Figure 1> ?6035 lb 0 ft-lb 10000 lb { � Y 0 1 b # 0 ft-lb X 0 ft-lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtia.com 46 Anchor DesignerTM Company: Date: 7/11/2019 Engineer: I Page: 3/5 Software Project: Version 2.7.6990.1 Address: Phone: E-mail: <Figure 2> 14.00 0 o I d� o 10.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com i �' 47 • Anchor DesignerTM Company: Date: 7/11/2019 Engineer: Page: 4/5 Software Project: Version 2.7.6990.1 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu.(lb) Vuax(lb) Vuav(lb) J(Vuax)'+(Vuay)'(lb) 1 0.0 0.0 2500.0 2500.0 2 0.0 0.0 2500.0 2500.0 3 0.0 0.0 2500.0 2500.0 4 0.0 0.0 2500.0 2500.0 Sum 0.0 0.0 10000.0 10000.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 01 02 Resultant tension force(lb):0 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 x o4 o3 8.Steel Strength of Anchor in Shear(Sec.17,5.1) Vsa(lb) Ogmul 0 OgroutoVsa(lb) 16840 1.0 0.60 10104 10.Concrete Pryout Strength of Anchor in Shear{Sec. 77.5-3) OVcpg=OkcpNcbg=okcp(AN.I ANoo)Y'ao,N P dN W.,NY'op,NNn(Sec. 17.3.1 &Eq.17.5.3.1 b) kcp Aft(in2) ANco(in') %'N W.dN Wo,N Vcp,N Nn(lb) 0 OVcpg(lb) 2.0 604.18 212.58 1.000 1.000 1.000 1.000 14084 0.70 56041 11.Results 11.Interaction of Tensile and Shear Forces(Sec.D.711 Shear Factored Load,Vua(lb) Design Strength,oW(lb) Ratio Status Steel 2600 10104 0.25 Pass(Governs) Pryout 10000 56041 0.18 Pass 3/4"fd Titan HD,hnom:6.25"(159mm)meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 48 ky' • Anchor DesignerTM Company: Date: 7/11/2019 Engineer: Page: 5/5 Software Project: Version 2.7.6990.1 Address: Phone: E-mail: 12.Warnings -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company 1 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com a I Client Date: 7/8/- Page 2 of 2 Project: Designer: 49 Address: T-TI y 1 Project B1 PWI-47 18.000" - PASSED Level:Level Bearing Calculation(MR: Max Reaction) ENo.Capacity Input Length Req'ed Length Reaction MR Load Comb. MR Load Case MR Dead MR Live Uplift 425 3.5 3.5 1009.8 D+L L 378.7 631.1 0 425 3.5 3.5 1009.8 D+L L 378.7 631 A 0 Maximum Moment at Each Member Mem No. Span No. Combination Load Case Cd CL Resist.Factors Moment Span-X Mr Mr orig Ratio 1 Spn 1 D+L L 1 1 1 5756 11-7-6 6500 6500 0.8855 Maximum Shear at Each Member Mem No. Span No. Brg No. Max Combination Load Case Cd Res... Max Shear Vr Ratio Fac... 1 Spn 1 1 Yes D+L L 1 1 991 2425 0.4087 Maximum Deflection on Span and Cantilever for Total Load(Dead + Live) Def_Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Critical Span D+L L 0.5831 Spn 1 11-7-7 23-2-12 480 478.1 1 Maximum Deflection on Span and Cantilever for Live Load Only Def.Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Critical Span L L 0.3644 Spn 1 11-7-7 23-2-12 480 764.9 0.63 Version 18 80 245 Powered by iStruct- l�v s' i CLent Date: 7/11, d Page 1 of Project: Designer: 50 Address: Quantity Project B1 PWI-70 18.000" - PASSED Level:Level It WMW" V ctFl4 Il�G ,taS ass t•�. o o — 1 SPF 2 SPF 22'5" 42 5/16" 22,5" User Inputs Design Method: ASD Load Sharing: No Spans Building Code: IBC/IRC 2015 Importance: Normal Span 1 22-5-0 Type: Joist Temperature: Temp—100°F Bearings Application: Floor Decking: Not Checked Brg 1: 3.5' SPF Spacing: 16 Vibration: Not Checked Brg 2: 3.5" SPF Double Joist: No Defl.LL Span: L/480 Material Type: (Joist Defl.LL Cant: L/240 Material Name: PWI-70 Defl.TL Span: L/240 Depth: 18 Defl.TL Cant: L/120 Width: 2.3125 Analysis Details Material Properties Name Depth Width EA El E-Flange K Mr Vr Vrinterior VrStiffener Fcp PWI-70 18 2.3125 20.85E6 1141E6 2.2E6 9.36E6 10355 2425 2425 2425 650 Resistance Factors Moment Factor Shear Factor Comp Perp Factor Cr-Bending Cr-Shear Load Sharing Ct Ct(E) 0.446071203920417 1 1 1 1 No 1 1 El(Including Ct(E)) Bare El Composite El Ct(E)(temp.factor for E) 1.141000E+009 1.141000E+009 1 Load Combinations Checked for Strength (Factors include importance factor) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 D+L 1 1 1 1 0 0 0 Load Combinations Checked for Deflection(Total Loads: Dead + Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 D+L 1 1 1 1 0 0 0 Load Combinations Checked for Deflection(Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 L 1 1 0 1 0 0 0 Version 18-80.245 Powered by i5truct- } I Client: Date: 7/11,. a Page 2 of 2 Project: Designer: 51 Address: Quantity 1 Project p B1 PWI-70 18.000" - PASSED Level:Level Bearing Calculation(MR: Max Reaction) LNo.Capacity Input Length Req'ed Length Reaction MR Load Comb. MR Load Case MR Dead MR Live Uplift 425 3.5 3.5 1255.3 D+L L 358.7 896.7 0 425 3.5 3.5 1255.3 D+L L 358.7 896.7 0 Maximum Moment at Each Member Mem No. Span No. Combination Load Case Cd CL Resist.Factors Moment Span-X Mr Mr orig Ratio 1 Spn 1 D+L L 1 0.446 0.446 6763 10-11-14 10355 10355 0.6531 Maximum Shear at Each Member Mem No. Span No. Brg No. Max Combination Load Case Cd Res.. Max Shear Vr Ratio Fac.. 1 Spn 1 1 Yes D+L L 1 1 1231 2425 0.5076 Maximum Deflection on Span and Cantilever for Total Load (Dead + Live) Def.Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Critical Span D+L L 0.5848 Spn 1 10-11-15 21-11-12 240 451 0.53 Maximum Deflection on Span and Cantilever for Live Load Only Def.Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Critical Span L L 0.4177 Spn 1 10-11-15 21-11-12 480 631.4 0.76 Version 18 80 245 Powered by iStruct- � c 11 .i Client: Date: 7/8/2, Page 1 of 2 Project: Designer: 52 Address: Quantity 1 project fl B1 PWI-90 18.000" - PASSED Level:Level "Ic N,pF4t - - rN.>fTG cr!cnic McaIf, Nf is ' ,nt - - 1 Q T1 SPF 2 SPF 29'6' 43 1/2" 29'6, User Inputs Design Method: ASD Load Sharing: No Spans Building Code: IBC/IRC 2015 Importance: Normal Span 1 29-6-0 Type: Joist Temperature: Temp—100°F Bearings Application: Floor Decking: 3/4""Plywood Nailed and GI&O 1: 3.5" SPF Spacing: 16 Vibration: Not Checked Brg 2: 3.5" SPF Double Joist: No Defl.LL Span: L 1480 Material Type: (Joist Defl.LL Cant: L/240 Material Name: PWI-90 Defl.TL Span: L/360 Depth: 18 Defl.TL Cant: L 1180 Width: 3.5 Analysis Details Material Properties Name Depth Width EA El E-Flange K Mr Vr Vrinterior VrStiffener Fcp PWI-90 18 3.5 30.11E6 1703E6 2.2E6 11.52E6 15780 2535 2535 2535 650 Resistance Factors Moment Factor Shear Factor Comp Perp Factor Cr-Bending Cr-Shear Load Sharing Ct Ct(E) 1 1 1 1 1 No 1 1 El(including Ct(E)) Bare El Composite El Ct(E)(temp.factor for E) 1.703000E+009 1.918909E+009 1 Load Combinations Checked for Strength(Factors include importance factor) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 D+L 1 1 1 1 0 0 0 Load Combinations Checked for Deflection(Total Loads:Dead + Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 D+L 1 1 1 1 0 0 0 Load Combinations Checked for Deflection(Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 L 1 1 0 1 0 0 0 Version 18 60 245 Powered by i5truct- Ia�ld i i Client Date: 7/8%c Page 2 of 2 Project: Designer: 53 Address: loh-N"'Ull 1 QuanMy 1 Project p B1 PWI-90 18.000" - PASSED Level:Level Bearing Calculation(MR:Max Reaction) ENo.Capacity Input Length Req'ed Length Reaction MR Load Comb. MR Load Case MR Dead MR Live Uplift 425 3.5 3.5 1258.7 D+L L 472 786.7 0 425 3.5 3.5 1258.7 D+L L 472 786.7 0 Maximum Moment at Each Member Mem No. Span No. Combination Load Case Cd CL Resist.Factors Moment Span-X Mr Mr orig Ratio 1 Spn 1 D+L L 1 1 1 9009 14-6-6 15780 15780 0.5709 Maximum Shear at Each Member Mem No. Span No. Brg No. Max Combination Load Case Cd Res..- Max Shear Vr Ratio Fac. 1 Spn 1 1 Yes D+L L 1 1 1240 2535 0.4892 Maximum Deflection on Span and Cantilever for Total Load (Dead + Live) Def.Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Critical Span D+L L 0.7889 Spn 1 14-6-7 29-0-12 360 442.1 0.81 Maximum Deflection on Span and Cantilever for Live Load Only Def.Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Critical Span L L 0.4931 Spn 1 14-6-7 29-0-12 480 707.3 0.68 Version 18.80.245 Powered by iStrucf- PO�s% ., �. I I Client: Date: 7/8/1 Page 1 of 2 Project: Designer: 54 Address: Ouanilly Projea p B1 PWI-90 18.000" - PASSED Level:Level Nf�r1< r'>fF�RC NgrK WOK Ofl%iC tMfvK rl[1f1t Fk-4 111-6" C a 1 SPF 2 SPF 3 1'6" ' 3 1/2" 31'6" Userinputs Design Method: ASD Load Sharing: No Spans Building Code: IBC/IRC 2015 Importance: Normal Span 1 31-6-0 Type: Joist Temperature: Temp—100°F Bearings Application: Floor Decking: 3/4""Plywood Nailed and Gld"1: 3.5" SPF Spacing: 12 Vibration: Not Checked Brg 2: 3.5" SPF Double Joist: No Defl.LL Span: L/480 Material Type: (Joist Defl.LL Cant: L/240 Material Name: PWI-90 Defl.TL Span: L/480 Depth: 18 Defl.TL Cant: L/240 Width: 3.5 Analysis Details Material Properties Name Depth Width EA El E-Flange K Mr Vr Vrinterior VrStiffener Fcp PWI-90 18 3.5 30.11E6 1703E6 2.2E6 11.52E6 15780 2535 2535 2535 650 Resistance Factors Moment Factor Shear Factor Comp Perp Factor Cr-Bending Cr-Shear Load Sharing Ct Ct(E) 1 1 1 1 1 No 1 1 El(Including Ct(E)) Bare El Composite El Cl(E)(temp.factor for E) 1.703000E+009 1.872618E+009 1 Load Combinations Checked for Strength(Factors include importance factor) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 D+L 1 1 1 1 0 0 0 Load Combinations Checked for Deflection(Total Loads:Dead + Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 D+L 1 1 1 1 0 0 0 Load Combinations Checked for Deflection(Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 L 1 1 0 1 0 0 0 Version 18 80 245 Powered by istruct- /ii+3✓ ,. � .: - I l Client: Date: 7/8/;L Page 2 of 2 Project: Designer: 55 Address: Ouant;ty Project N B1 PWI-90 18.000" - PASSED Level:Level Bearing Calculation(MR:Max Reaction) FNo.Capacity Input Length Req'ed Length Reaction MR Load Comb. MR Load Case MR Dead MR Live Uplift 425 3.5 3.5 1008 D+L L 378 630 0 425 3.5 3.5 1008 D+L L 378 630 0 Maximum Moment at Each Member Mem No. Span No. Combination Load Case Cd CL Resist.Factors Moment Span-X Mr Mr orig Ratio 1 Spn 1 D+L L 1 1 1 7719 15-6-6 15780 15780 0.4892 Maximum Shear at Each Member Mem No. Span No. Brg No. Max Combination Load Case Cd Res... Max Shear Vr Ratio Fac... 1 Spn 1 1 Yes D+L L 1 1 994 2535 0.3921 Maximum Deflection on Span and Cantilever for Total Load(Dead + Live) Def.Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Critical Span D+L L 0.7802 Spn 1 15-6-7 31.0-12 480 477.7 1 Maximum Deflection on Span and Cantilever for Live Load Only Def.Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Critical Span L L 0.4876 Spn 1 15-6-7 31-0-12 480 764.4 0.63 Version 18 80 245 Powered by i5truct- � � I - - �! Client: Date: 7/8i_ Page 1 of 2 Project: Designer: 56 Address: Inb.N'tnie Quantity Protect# B1 PWI-70 18.000" - PASSED Level:Level � � RSeax r#fntc nl!t+t wtnlc 10,PW �+e ►-a TIC „ o c 1 SPF 2 SPF 31'5" ' 2 5/16" 31'S" User Inputs Design Method: ASD Load Sharing: No Spans Building Code: IBC/IRC 2015 Importance: Normal Span 1 31-&0 Type: Joist Temperature: Temp—100°F Bearings Application: Roof Decking: Not Checked Brg 1: 3.5" SPF Slope: 0 Vibration: Not Checked Brg 2: 3.5" SPF Spacing: 24 Defl.LL Span: L/360 Double Joist: No Defl.LL Cant: L/180 Material Type: (Joist Defl.TL Span: L/240 Material Name: PM-70 Defl.TL Cant: L/120 Depth: 18 Analysis Details Material Properties Name Depth Width EA El E-Flange K Mr Vr Vrinterior VrStiffener Fcp PWI-70 18 2.3125 20.85E6 1141E6 2.2E6 9.36E6 10355 2425 2425 2425 650 Resistance Factors Moment Factor Shear Factor Comp Perp Factor Cr-Bending Cr-Shear Load Sharing Ct Ct(E) 0.629261416748695 1 1 1 1 No 1 1 El(including Ct(E)) Bare El Composite El Ct(E)(temp.factor for E) 1.141000E+009 1.141000E+009 1 Load Combinations Checked for Strength (Factors include importance factor) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 D+L 1 1 1 1 0 0 0 Load Combinations Checked for Deflection(Total Loads: Dead + Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 D+L 1 1 1 1 0 0 0 Load Combinations Checked for Deflection (Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 L 1 1 0 1 0 0 0 Version 18.80,245 Powered by i5truct- i :c� i S Client: Date: 7/8/. Page 2 of 2 Project: Designer: 57 Address: J�h NJ Quantity t Project# B1 PWI-70 18.000" - PASSED Level:Level Bearing Calculation(MR:Max Reaction) ENo.Capacity Input Length Req'ed Length Reaction MR Load Comb. MR Load Case MR Dead MR Live Uplift 425 3.5 3.5 1256.7 D+L L 471.2 785.4 0 425 3.5 3.5 1256.7 D+L L 471.2 785.4 0 Maximum Moment at Each Member Mem No. Span No. Combination Load Case Cd CL Resist.Factors Moment Span-X Mr Mr_orig Ratio 1 Spn 1 D+L L 1 0.629 0.629 9597 15-&14 10355 10355 0.9268 Maximum Shear at Each Member Mem No. Span No. Brg No. Max Combination Load Case Cd Res Max Shear Vr Ratio Fac. 1 Spn 1 1 Yes D+L L 1 1 1239 2425 0.511 Maximum Deflection on Span and Cantilever for Total Load (Dead + Live) Def.Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Critical Span D+L L 1.5514 Spn 1 15-5-15 30-11-12 240 239.6 1 Maximum Deflection on Span and Cantilever for Live Load Only Def,Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Critical Span L L 0.9696 Spn 1 15-5-15 30-11-12 360 383.4 0.84 Version 18.80.245 Powered by i5truct- r • � v Client: Date: 7l8/. Page 1 of 2 Project: Designer: 58 Address: Fanllty 1 ProjeIL B1 PWI-70 18.000" - PASSED l:Level R!G1f1(- Mlh'K MtiF{c ►*IFK �IfK WQFK - _ 111� " c o 1 SPF 2 SPF 25'5" ' 2 5/16" 25'5" User Inputs Design Method: ASD Load Sharing: No Spans Building Code: IBC/IRC 2015 Importance: Normal Span 1: 25-5-0 Type: Joist Temperature: Temp—100°F Bearings Application: Floor Decking: 3/4""Plywood Nailed and GId"1: 3.5" SPF Spacing: 16 Vibration: Not Checked Brg 2: 3.5" SPF Double Joist: No Deft.LL Span: L/480 Material Type: (Joist Defl.LL Cant: L 1240 Material Name: PWI-70 Defl.TL Span: L/480 Depth: 18 Defl.TL Cant: L/240 Width: 2.3125 Analysis Details Material Properties Name Depth Width EA El E-Flange K Mr Vr Vrinterior VrSttfener Fcp PW1-70 18 2.3125 20.65E6 1141E6 2.2E6 9.36E6 10355 2425 2425 2425 650 Resistance Factors Moment Factor Shear Factor Comp Perp Factor Cr-Bending Cr-Shear Load Sharing Ct Ct(E) 1 1 1 1 1 No 1 1 El(including Ct(E)) Bare El Composite El Ct(E)(temp.factor for E) 1.141000E+009 1.340624E+009 1 Load Combinations Checked for Strength(Factors include importance factor) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 D+L 1 1 1 1 0 0 0 Load Combinations Checked for Deflection (Total Loads:Dead + Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 D+L 1 1 1 1 0 0 0 Load Combinations Checked for Deflection (Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S VV C 1 L 1 1 0 1 0 0 0 Version 18 60 24S Powered by iStruCfT hi lY ;. � .; i Client: Date: 7/M. Page 2 of 2 Project: Designer: 59 Address: Quantity Project p B1 PWI-70 18.000" - PASSED Level:Level Bearing Calculation(MR:Max Reaction) LNo.Capacity Input Length Req'ed Length Reaction MR Load Comb. MR Load Case MR Dead MR Live Uplift 425 3.5 3.5 1084.4 D+L L 406.7 677.8 0 425 3.5 3.5 1084.4 D+L L 406.7 677.8 0 Maximum Moment at Each Member Mem No. Span No. Combination Load Case Cd CL Resist.Factors Moment Span-X Mr Mr orig Ratio 1 Spn 1 D+L L 1 1 1 6656 12-5-14 10355 10355 0.6427 Maximum Shear at Each Member Mem No. Span No. Brg No. Max Combination Load Case Cd Res... Max Shear Vr Ratio Fac... 1 Spn 1 1 Yes D+L L 1 1 1066 2425 0.4395 Maximum Deflection on Span and Cantilever for Total Load (Dead + Live) Def.Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Critical Span D+L L 0.6258 Spn 1 12-5-15 24-11-12 480 479 1 Maximum Deflection on Span and Cantilever for Live Load Only Def.Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Critical Span L L 0.3911 Spn 1 12-5-15 24-11-12 480 766.4 0.63 Version 18 80.245 Powered by i5truct- �L' t •. .. Client: Date: 718i. Page 1 of 2 Project: Designer: 60 Address: t]uantlly 1 project it B1 PWI-70 18.000" - PASSED Level:Level r�!41F1c Mtr�1c Mc1tt< rKiRr, e10"l _ 1r6" 0 0 1 SPF 2 SPF 2T10" 42 5/16" 27'10" User Inputs Design Method: ASD Load Sharing: No Spans Building Code: IBC/IRC 2015 Importance: Normal Span 1 27-10-0 Type: Joist Temperature: Temp—100°F Bearings Application: Floor Decking: 3/4""Plywood Nailed and GI&O 1: 3.5" SPF Spacing: 12 Vibration: Not Checked Brg 2: 3.5" SPF Double Joist: No Defl.LL Span: L/480 Material Type: (Joist Defl.LL Cant: L/240 Material Name: PWI-70 Defl.TL Span: L/480 Depth: 18 Defl.TL Cant: L/240 Width: 2.3125 Analysis Details Material Properties Name Depth Width EA El E-Flange K Mr Vr Vrinterior VrStiffener Fcp PWI-70 18 2.3125 20.85E6 1141E6 2.2E6 9.36E6 10355 2425 2425 2425 650 Resistance Factors Moment Factor Shear Factor Comp Perp Factor Cr-Bending Cr-Shear Load Sharing Cl Ct(E) 1 1 1 1 1 No 1 1 El(including Ct(E)) Bare El Composite El Ct(E)(temp.factor for E) 1.141000E+009 1.300529E+009 1 Load Combinations Checked for Strength(Factors include importance factor) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 D+L 1 1 1 1 0 0 0 Load Combinations Checked for Deflection(Total Loads:Dead + Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 D+L 1 1 1 1 0 0 0 Load Combinations Checked for Deflection(Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 L 1 1 0 1 0 0 0 Version 18 80.245 Powered by i5truct- Client: Date: 7/8h Page 2 of 2 Project: Designer: 61 Address: Quantity 1 Project# B1 PWI-70 18.000" - PASSED Level:Level Bearing Calculation(MR:Max Reaction) ENo.Capacity Input Length Req'ed Length Reaction MR Load Comb. MR Load Case MR Dead MR Live Uplift 425 3.5 3.5 890.7 D+L L 334 556.7 0 425 3.5 3.5 890.7 D+L L 334 556.7 0 Maximum Moment at Each Member Mem No. Span No. Combination Load Case Cd CL Resist.Factors Moment Span-X Mr Mr orig Ratio 1 Spn 1 D+L L 1 1 1 6004 13-8-6 10355 10355 0.5798 Maximum Shear at Each Member Mem No. Span No. Brg No. Max Combination Load Case Cd Res... Max Shear Vr Ratio Fac... 1 Spn 1 1 Yes D+L L 1 1 877 2425 0.3615 Maximum Deflection on Span and Cantilever for Total Load (Dead + Live) lDef.Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Crifical Span D+L L 0.6853 Spn 1 13-8-7 27-4-12 480 479.7 1 Maximum Deflection on Span and Cantilever for Live Load Only lDef.Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Crilical Span L L 0.4283 Spn 1 13-8-7 27-4-12 480 767.6 0.63 Version 18 80.245 Powered by iStructTm _�. I Client: Date: 7/8/, Page 1 of 2 Project: Designer: 62 Address: _ ahllan Quantity 1 Proiect N B1 PWI-47 18.000" - PASSED Level:Level t.6„ 0 0 1 SPF 2 SPF 2511" 42 5/16" 2511" User Inputs Design Method: ASD Load Sharing: No Spans Building Code: IBC/IRC 2015 Importance: Normal Span 1 25-11-0 Type: Joist Temperature: Temp—100°F Bearings Application: Roof Decking: Not Checked Brg 1: 3.5' SPF Slope: 0 Vibration: Not Checked Brg 2: 3.5' SPF Spacing: 24 Defl.LL Span: L/360 Double Joist: No Defl.LL Cant: L/180 Material Type: (Joist Defl.TL Span: L/240 Material Name: PVM-47 Defl.TL Cant: L/120 Depth: 18 Analysis Details Material Properties Name Depth Width EA El E-Flange K Mr Vr Vrinterior VrStiffener Fcp PVW-47 18 2.3125 16.79E6 878E6 2.1E6 9.36E6 6500 2425 2425 2425 650 Resistance Factors Moment Factor Shear Factor Comp Perp Factor Cr-Bending Cr-Shear Load Sharing Ct Ct(E) 0.640405388093007 1 1 1 1 No 1 1 El(including Ct(E)) Bare El Composite El Ct(E)(temp.factor for E) 8.780000E+008 8.780000E+008 1 Load Combinations Checked for Strength(Factors include importance factor) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 D+L 1 1 1 1 0 0 0 Load Combinations Checked for Deflection(Total Loads:Dead + Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 D+L 1 1 1 1 0 0 0 Load Combinations Checked for Deflection(Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 L 1 1 0 1 0 0 0 Version 18 80 245 Powered by iStruCtTM 1 I Client: Date: 70. Page 2 of 2 Project: Designer: 63 Address: Quantity 1 Project it B1 PWI-47 18.000" - PASSED Level:Level Bearing Calculation(MR:Max Reaction) ENo.Capacity Input Length Req'ed Length Reaction MR Load Comb. MR Load Case MR Dead MR Live Uplift 425 3.5 3.5 1036.7 D+L L 388.8 647.9 0 425 3.5 3.5 1036.7 D+L L 388.8 647.9 0 Maximum Moment at Each Member Mem No. Span No. Combination Load Case Cd CL Resist.Factors Moment Span-X Mr Mr orig Ratio 1 Spn 1 D+L L 1 0.64 0.64 6492 12-8-14 6500 6500 0.9988 Maximum Shear at Each Member Mem No. Span No. Brg No. Max Combination Load Case Cd Res.. Max Shear Vr Ratio Fac... 1 Spn 1 2 Yes D+L L 1 1 1019 2425 0.4203 Maximum Deflection on Span and Cantilever for Total Load (Dead + Live) Def.Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Critical Span D+L L 0.9306 Spn 1 12-8-15 25-5-12 240 328.6 0.73 Maximum Deflection on Span and Cantilever for Live Load Only Def.Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Critical Span L L 0.5816 Spn 1 12-8-15 25-5-12 360 525.7 0.68 Version 16.80.245 Powered by iStructTm 64 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 -•f ntx:1110NICAtc .o._•`�/�a"..,- booWrd Mpantl E"n"mdby Mlere,yeupp""•tlel eupporleeMe144rrexlnlemk DA,eMc bedg n"I mn.deretl CompbmenE l(115 BC. M Oaepna elwdtl Ee cExketl Eye wmpnenl prdexbnd AI user.NUN wmplyvaE Sale Fnp,neernN taw hlury erd I or tleelA wn,ewA Ir"mlrgr"per use of MM pr"du�. Job tialaa' Emory ulta 2 BumLDa Oack beam Load and aprl Dagr111WLT"s PacE,Aany,lwlen"v,. z,0s0 Other lob--I1 soa Man Span,L= a 60 1•°0° Man Span Max Allowed Live Der:L/ 460 •oso.r ys o Man Span Max Allowed Total Dell:L/ d! •oae �4-` a 10 is zo zs ao Cendlever(Overhang)EMMA? J rY,aOo P6ch if Sloped: 1 I11,012 1 1.mo Load Duration .,,.,Ica x,o0o AP.m1 Loede From Continuous Member? •� Add Sell W LT a y •x" For Woad aid ►geaDaMMt �� Sawn Member Repetitive Use?F- -I d'u'na OW A+•,TMe..r e1�1a tar '.� UaOeml Loads Over Full Length of Llonabor Tributary GNlonn U. RWL-d uve Wh 0,ad Allow the Load Redn7 LNe, at Dead,test V&dOt R Load,or Load,pr. Load,pr. Reef loads(not Inc1.dmo a" la at 15 Pot I - Roof 1tn*w(tad4 25 pal _ Q'W a Deck Loads 60 pot 10 1 IIinft 660.0 Wf 660.0 Wf 110.0 Wf Floor 2 Loads FloorLeaM 46 P41 24 pot Wall Dead Load 12 Pat Oth.,,per load end tdb VAd1h - Addid1nal'pa'Unlf.Live Louts. D.aa•+art AddNonal'pR'Unlf,Dead leads.`Drr n-. Roof Ptich for LL Redn 111-hpe for LL Lead Sublutaa 660.0 1190 660.0 Wa 1100 ba W. Total Adjusted Uniform Loads "L• 660.0 bit WD= 110.0111brit 0.0.12 Combined Total Uniform Load wU• 770.011bla C4mcenh. (Point)Loads IrdWriaDn. ' LNe.lbs Grldja Point LoadA 75 DU 15ps1 - xA• Point Load B Its• Point Load O,a,Mw 2.706b 2.221 20,25n Point Load arnaes'"Ne *o• Point Load D-". xa• Point Lead n.•.A.Ak xr Point Load G _Da.�ry_qh I" Point Load w«dpu...gr xd= Rote.Localon Mea,aa4 From Lea Supped Partial uniform Loads On Mail Span Only LMe Load.O0 Da ad Laid.Od T""ary 1Nd01 (.-Lead.eti Dead Load.OY CingO'dlo6d sun PuM Prl'LoaaA 2 - 240.0 bm 240�0 hilla Prtial Load B Partial Load C Partial Load 0 O•rilAsA - Porto Load E Cm,00nN - -- - We Strt anti End Praha Maasurad From lan S 4,And Smaaer ILumbe rl Lumber Material L flmber Maedal n r....•n.,• -� Lumber Grade 7•` .1limber Creole w. •� Aeceolebb Soblbn, Aeesotabk Soblbns 1,a 20,2d N,M Lld poper0ee far W.t to s 20 W.1ueber7 I,.- lo 11- 11.20 - SrWM551 Fm IM Fx•140 Fep•025 -Fa00000 Sal Y,1•e 11 Ud p`� ` •r�e t• •I Fb-130D Fw170 Fep+625 E-1600000 Iv vhM aba7 Obad Laminated Mamben tOL01 2.2E Paraaam PSL Glut-Grade u v,a:,,A •I Aeeeatabk Solutions - strt-aritn' Ildpepr0aa Sit"lo5 lalpOpere•e14.-I - a214"a21" ar W%4abs7�'�_ 'j Fb-29W FW200 FcP=75D E-W0 aua pWrF 5itor A 2r 1/2" I a714"a72112" __r.�••.� Web Ft,-24W PY 205 Fc 'A• E•1KpOrp F}x•ie'.r0 &%M-364 SMIHNrs7 J.OE Microaam LVL-MuaEoiy C� Uri popemes for,h at die LVL7 .II.rN'• • MS'tA0 Fv26S Fcp•750 E•'000]0°11IWt-74 Lid sin p V L for wfiel ---••-••-Lot efm L7 Mldelab7 1 W 11 W' Fb•2600 FV=265 Fcp=750 E-2000000 S2WM7.4 0111..1f• Fb=2325 Pw310 FIr,000 E•15500W WIA Final Mambar Result. Final Member 1::um Bendin Overdeai n e7.7% Final Member 3I4e 2t 24",Glued g Material Library t- r Laminated,24F-V4(DFIDF) Shear Overdesign:•25.5% Final She: r4•r• Defection Overdesign:16.2% M1,.■mdnu Ur01ha1.2A11r.flaal L271,L1aipW1 Use CoadlFlam aNestodr Bering/Budding Overdegn:WA Wnor(""I oleo TruelerleM(".): Find member OK by:a,2% altar sa,re•.Me•:4 ir4-a 34" 24.N8 Controlling criteria is:DeMetion Reaction, na Mama doll 1 L-fl,n rya Nev! R-Le0 R- A4a PONwMvnr[OO.ON n-0n_ 13.200 Rhin Span Live Load: 5.357 b 10,279lb Max NegMw Marnmt 0 n-0 0.00 O Monsoon _ al Dead Load: 222P 4.500P _MAa D"rlln v_12-e83e 23,349 V.M§p_ Total Load: 10.679 b 14,797 b Mae.So-Max 0.307"/0.521' 12.24/12 24 Main/M1aln Uve Ce,e Ceudng Max WA WA D.O.U.(Lha t T"%0 Meta soon Msx noem/0.0Dm o.W/D.W Main/Main bLL�m R,-Lefi R.- Denaction(u1e t w6 Live Load: 0 b 0 b con.Ding,OA(the/TOO WA NA NA 0,6 or 1.00ead: 1,3616 2.7Wlo Cot be,Dee nM I To*IWA NA _WA_ ntlrOneaY,.- Wt Remllon 1.071 b 2,414 b Recfd El,No[I.L 50 VA 1165E+10 Aduel El' tAX-10 0% Live Casa CaLoing Mn WA WA AW-Ur VAipt 4QA p0 Apprm Tot,WL:M b MA C4kd Daul •2.41A,1 •7.27M A`2440e rib NO bee. r ` ! I 65 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C.31vs RL1CTl0NCALC """'moartant,Top eM botlomred r be bterey sigporled al euppore and e14r rmx Irterwb.Dymmk bedng not considered camgan vAl 207518C _ At deep.dsuld be checked by a con Wwd pofesd.r 1.AI users star con*WE,elate Engineering law.I"and/or&A can real am Improper use of tlde product Job Name: Emory Loft 2 Beam LD.: Deck 9'header Load and Span Diagram(Not 16 Scab.Pikh,Ifany,not swan) Other Info.: e00 600 Main Span,L= 9.00 ft 400 Main Span Max.Allowed Live Defl:L/ 480 o 23 in 200 Main Span Max.Alawed Total Dag:L/ 023In a Cantilever(Overhang)Exists? 3 4 7 5 _200 Pitch if Sloped: 0.0:12 4001 Load Duration the 1fo aperitif) Loads From Continuous Member? Add Sell Wt.? •yes •No Far Woad and prees Trealed7 Wei Cond? Temp Cord. Sawn Member Repelitive Use? No Glul-ams Only:INot Press treated Pry . I00ep r&Ie.. Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Paow Live Load Redn? Yer _-wrl Live,psf Dead,par Width,ft Load,p0 Load,pa. Load,pR. Roof Loads(not including snowy 16 pst 15 psi - - - RoofSnow(ony) 25psf 0.00 it - - Deck Loads 60 psf 10 psf 10.25 it 615.0 WIT 615.0 lb/ft 102.5 Wit Fbor2 Loads - - Floor Loads 40 psf 24 psf - - Wall Dead Load 12 psf - Other'psf load and trib.width - - Additional'plf Unif.Live Loads. Descdl;n Port Additional'pir Unit Dead Loads. DeecdP n Port Roof pitch for LL Redn Beemtyps Ier U. Load Subtrlala 615.0 Wit 515.0 LIft 102.5 L. RetireTotal Adlusiod Uniform Loads v0.= 615.0 Iblft %b= 102.561 0.0:12 m.thse beams Combined Total Uniform Load % 717.5 Wit 4x And Smaller ILumberl 6x And Larii 111mbiliral Lumber Material rx,vv:•1 to loth Wang Timber Material Lumber Grade htr 1 f seat, . Timber Grade fa I „ Acceptable Solutions Acceptable Solutions (4)2 x 12 6x 10 List properties for whet (3)2 x 14 1 4 x 16 a.10 sin lumber? I,. lox 10 - SR Wt-1_ List properties tar Fb=1020 Fv=180 Fcp=625 E-1600000 SO WI•8.12 whet afro? •• =I Fb-1300 Fv=170 Fcp-625 E=1600000 Glued Laminated Members 11113111.11111 2.2E Parallam PSL Glulam Grade l;a-1. I.., 3.112-x e•1f2" 7"x9-V4" Accaptablet Solutions 5•114^x 9.114" 3 its. 10112" 6112"x 9" SO Wt.1s.5 List properties for List properties for what 3 712"x 10 112" s 314"x 8" what sin? ' w Fb-29o0 Fv-290 Fcp-750 E-2000000 sin glulain 6 Its-x 9" 83/4"x 9" ]-Level,TJI Is yr.n 7/s Web - Fb-2400 Fv=265 Fcp-650 E-1600000 Fbt-1850 Sell Wt-36.4 Stiffeners? - _2.oE Mlcrollam LVL-Multi-ply - - I List properties for what 7J14-x 11-718" (3)1.3 - sin LVL? x 94/2" (4)1.114"x 9.112" - Ull•p4'alwx V 1Fb-2600 Fv=2B5 Fce-750 E=2000000 SIfWI=7.4 2.0E Mlcrollam LVL 11.615E Tlrrlber5irand LSL List properties for what 1-014"x 111.718" 6-114"x 8.712" _.. -Lmt propmevs ror -^•^•••- 1.314"x 14" 131 1.914"x 9.112" size LVL? 34 "x 9.112" 7"x 9.112" what size? 3.112"x 11-718" A/I •U•/fa Fb=2600 Fv-285 Fcp-750 E-2000000 SR Wt=7.4 ru 1 314 a is- Fb-2325 Fv=310 Fcp=000 E-1550000 V. _ Final Mombar Results Final Member 1Cwed Laminated Bending Overdeslgn:123.7% Final Member:5 7l2"x 9 712",Glued Material Library lchaouhorn III simOf Be-Type . Laminated,24F-V4(DFIDF) Shear Overdesign:240.7% Final Size: Is 1/2.'•9112 Deflection Overdesign:47.6% Min.Bearing Lengths:-1.90 in.(Left) .-1.50 In.(Right) Use Conditions Selected: Bearing/Bucking Overdsgn:NIA Vert Dlff(approx): 0.00 it True Length(approx): Final member OK by. 47.6% Actual Member Sbe:6 7/t--X a J " 9.00 it Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case suaveA.derer Mortfurm R.-Left R,-Rlaht Max.Positive Moment:7,397 Rib 4.50 it Main Span fiLAMM Live Load: 2,7611 L 2,768 L Max.Negative Monant 0 ftab J 0.00 R Mein Lateral bracing Deed Load: 520 L 520 b Mex Dedgn Shear:2,70g L 0.00 R Main Span _ Total Load: 3,267 as 3,267 No Main Span Max Doersear0.12s"I0.152" 4.50'/4.50' Mein I Main Live Case Causing Max NIA NA Deflection(Live/Total) Main Span Max.Upward Deflection 0.000"I0.000" 0.00'10.00' Main/Main Il�Nfruj1a R.-Left R,-Riaht (Live /Tosag Live Load: 0 L 0 L Cant.Down-Defl.(Live/Toleg.WA NIA ITA Wto Md.&_ 0.6 or 1.0 Dead: 312 L 21 L C.M. D.A.(Live I Toteg:WA WA NA aendlrg Redh: Net Reaction 277 6 277 L Req'd El,Not Incl.SW WI.:4.708E+08 Actual El: 7.07E+08 0 Live Case Causing Min WA WA Approx.Sell Weight:13.02 pif Approx.Tot.Wt.:117 L Allowed Moment: Min.Celc d Beating Lengths: -0.92 In(Left) =0.921n(Right) 111.084 It-lb Deck 9'header i I i 66 4 C�_RL)CTl()N�CAa� 00 �.,`, Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 ',T•p•^a baawn mui x•ia••al•uPPro•d.i.uppwl�•N Mn®in�enW D.ronb be,re,M cemlemd Camgn�xex MlseC. e� A ewq,e.M1"6fbcM1ckeEh•eanPo�.n wJ.,.iwi .xdl aomyy xnx slee erti,.•MU Vw.h'cn wforwnc.n�mnmm i,m'm••,.•amx ymuf. Job Nam•: Emory LoRs2 Drum I.D.: Carebwr SkH Beam Feeder Load and Span Blow- Main Spun,L•� 3.DaD Main Span Max Allowed Live DeR:L I F- 4 p �=ar. Main Span Max Allowed Total Deb:L/1I_, ND =opw cantilever(Overhang)Edsb?ICJ 1oae0 os 1 15 2 28 7.4 Pitch RSloped: x.eoo -3.00D apenin) Load Duration u Loads From Continuous Member? Add SOH WL? •Ya •no For Wood and Press Treabd7 Wd Cord? Tarry Cord Sawn Member Rep.N-Uea?1 GkV-aN:L_.. - )'v�6raw •� U.N.-L-d.Owr Fu11 Length of Member Tributary (bilorm Uw Reduced Liw LWf m0ald Al..U.toed Rad r n7 I'•� Irr a1 Dea 4f w11011.It Load.PC Load,Pr. Load,PI. Roof Loads(nollWudug.rov) is par 15 TAOft - 30.0 b/rt RonlSrowlon/7) 25 ! zoo 500111 50.0 CA - Doc1la.da 10 10 per - - Floor2Load. Floor la.d. 40 34 1.3311 533 D/II 533CUR 320Mrt Wall Dead Lead 13 sl 24.00 IL 20a0 h51 Other pee load ant 1b, Addiacna'pIP LINE.Uve losM. o7n Addili-1 pw UnR.Dead Loads glsr.lrw.lrl Roof pitch for LL Redn Beam type for LL Load S ktok la 103 319R 103.3 Wit350.0 b'ft Redn Total Pdivated Unifomn Loads w.= 1033 NR wn= 3613.0 tent OTT Conber.d Total Un form load wU= 4 3"t'R Coneefllrated(Point)Load. 74 lamb tree Load 29 Duld M. It Point L..dA 25paf IS rwt � � aa• Point Load B xe 1 Point Lcadt 0laoetle. IO,al7b 19.5.3b xc• 1.50fl Point Load -1k,don, xo• Paint Load D ewwtton, xa• Point LoadF Na.dgen, xr• Point Load Daacrk-, xa• Point Load Ow.1.., xd Kant'.Lome-WMas-d From L4R SuppoM 4a And Smaller fLumbarl 6x And IAmer(TiffAmW Lumber Material Timber Material e:•s.�.•,...•.., Lumber Gnde `. 'rimber Grade p pcuolaWa SoWllona Ile t6 20426 Nal6 Ust properfles for what 19.16 ahe tsrbeO $0.32 11.11 SF Wh15.61 Fb=1020 Fv-180 Fcp•825 E=78000W 36 NA+B 12 Ud 1w��? I • ro•I)O0 Fw 110 Fcp•673 :.%"00000 Glued Laminated MOmb4r■LGLS) 2.2E Parallnnn PSL Glulam Gad. , , .( Qg5RlHabfe Solutbna V2-a 21" Uu POPMs - Sr Wt=18.5 List propeNes for xMt 63N-a N- r«Wunn•) �.�N'• �''i Fb=2DDD Fv=290 Fcp=750 E12000000 size gldem? 6 Ve-:1N- 624-xl31n- Mb F1mM FvM Fcp14W E•1000000 FWlaW 6WwN3e4 f"......7 ME 1 LVL-MuRI-o _I LIMpfapK r f-ftt - doo M7 (a)1.3'4- .nAe' • F112600•Fw285 Fop-TA E120WOODSFNA^74 AE ( OSE T Ud properflee for Week lid uaome.<' .i.LyL7 r.td' for r w u21) Fb•2600 Fv=285 Fop•750 E•2000000 Sr Wt=74 Fb12325 rw310 Fcp1800 E•1550000 016A flltuclural 51-1 WFlanoe H5510.2.1N HS510."I K66h3.V4 H666a3.318 H867x3x1/2 Steel Typal 11660.4.16 HS510a413/6 1466400/2 HSS6.6.V4 HSSBx1x3/6 H6570012 H13N.6119 133100.34 HS34x1.12 Web w16 End H6S7a7a112 Stixnere? W16x40 x40plate cases? W1 W1x35 W21x wW12ma w x3 Final Member Iwae . Flnai M4mWr It...11. .a Final Member:5 1/2"x 21",Glued Bending 0verdeaien:16L1% Material Library[,se.1-sa ens..•••,;. . Laminated,24F-V4(OF8)F) Shaer 0vedealgn:GA% Final Site:[-e-,N . Delection 0verdeaign:1327.3% Mln.ludnl lan011e:•6.16 b.(Left) :•6.65 h(RIgM) use,Condition,IW-Isd: Baadrg/Bucking Overdsgn:WA V.d Dlft(apprax): O.DOft True Lenpbfappmx): Final member OK by:CA% Ad'ed Member Was:6 III".21- INfl controlling criteria Is;Shear lit-soma FIn61 Mimes r Addlflon al WonmeDon Local, 11Wcse b%*, R.-Los R.:Reel Max Poel6w AA:merc V.2 fl-0 1.50 R mon Seen LI1e Load: 10,583b 10,56311, _Na��eAb"e rx 0m4 aaofl tan 61•m , Dead Loed: 1133BOb 10.wob 1,lr�SNu_10.0 Me (IgOR 1Maan Total Load: 20,123 b 20.523 b NMn�mes. O.00r/0.00v" 1.!/1.5D Mln I Mein Uw Ca.e;aueing Wax WA WA Detectin(U�.I Taub Mln Span Mx 0.000•/O,ODO• O.OD/O.OD Min/Wain m- R,•Left g=•R1 Dalacuon 81w/Two Live Load: Ob Ob card.QM OH(Use t Use:MA NA NA De or 1.0 Dead: 6,216b 6,216b calk VLcW (us I to&NA_ NA WA Net Read.n 6,110b 6,U0b Req'd EI,Wt1-LSs#VA 5,316E-01 ACWH El: 7.64E'Oe 0% Uve Case Cauing Mn WA WA Approx 64•%•a1/4 2a78 pr Approx Tal.WL:06 b Ma.G'd 4 1 5as in( •SAS in ^14050 Curbbwr Steal Beam Header I 67 Bradley Engineering,Inc.811 Yew St.Bellingbam,WA 98229 C. N It��Ti(rlONCmm •••°`�+ t�ye'•� Cm OhD MIt 'TapeM bollommy.be Werr/euppwled el euppotic ntlYMmer WerveY.OymmM loati,q iwlconlfered Com{aa•IwIM1 la15 BC, -''+-�'� Ntlmlpa el•dtl M cM1wketl M a wmgKY pdn,bnLL N w•e ehJ campl/xeh SIYe E,gheeM1e rev hpry eM IwdeYM1 cn wJ hom aaPleP^r w dlhb Prtdud Job Hem..: Emory Lofts 2 Beam IA.: 20'Garage Door Header Load and Span Diagram(W To bc,h.P&h,rem.ml.M10 m> Olhef klfo.: 3,000/ 9,000 Main Span,L a 20.00 fl 2,000 000 Main Span Max.Allowed Live Oefl:L/ 450 •v h g Mein Span Max.Allowed Total Dell:L 11 480 I•owh T�g� 5 to IS 2a Cantilever(Overhang)Exists?�N— =2000 Pitch If Sloped: O.O:i2 4'� Land Duration ,�.,m �'� Span(a) Loads From Continuous Member? 5• Add Se0WL7 STr 0-1For Weodar10 PrnaTnrladi Wet Cond71 Temp Cond, Sawn Member Repetitive Use? � GNU-Only:I"— •I J_ rW ono,4- Uniform Loads Over Full Lenptb of Nenber Tributary Uniform Live Reduced Live uniform Deed ANN=Load Red'n? I Yn• Live. d Dead el WWIh n Load,plf Load,plf. Load,pif. Roof Loads(not lnck,Qlp anow) 16 sf 15 of 15.00it - 22S0 Wit Roof Snow only) 25 of 15.00if 375,0 Will 375,0IbTt - DeckLoada 60 .f loner - - Floor 2 Loads - Floor Loads 40 sf 24osf 28.25It 1,130.016m 995,61b/It 670.0 Ill Well Deed Load 12 pf 24,00 it 288 0 Wit Other load and bib.width Addtional'pIP Unit.Uve Loads. De,erlpn•pfl Addtlonal'plr Unit Dead Loads.[ _Deacdph pn Roof pitch for LL Red'n Sam Iifps 99, a mTlp•99,LL Load Subtotals 1,505.0 Ib/ft 1,370.E Wit 1.101,011,111. a , Total A4wtedtxvlorm Loads WL• 1,37061b/ft wo= 1,191.0IbR1 0.0 12 Combined Total Uniform Load Wu• Z561,5 Wit Concentrated(Point)Loads Trlb.Lenoth. Live.W Dead-b! Point Load 25 psf 15 psf - - xp Point Load B xe Point Load C Deecdpaon,opaa 4.372 lb 2,623 to xc• 5.0o S Point Load D Deecdpaon,opao xD• Point Load E Dewflpaon,opflo xE• Point Load F D.eonpson,opso xr• Point Load G Descdpaon,opao xG Paint Load H De.crlpaon,oplo xN None:Looatlon a ad From Latl3 rt 4x And Emalltr fLumMr1 Ox And Larner 1Tlmberst Lumber Material 0o 1.,F,L-� (xonh) 7 Tinber Malarial rY,• Lumber Grade 1,sa%twj labor Grade N•L L ,- Acceptable Solutions Acceptable Solutions 20.24 73 x 24 U.tproperties forwhet 24.24 aize lumber? 4,U• . 18x I4 SIf Wl=15,51 Lat p:ope:ces for Fb=1020 Fr-1B0 Fcp-625 E=1600000 Sa Wt--8•12 t,,,o7 _•rr' '� Fh=1300 Fv=170 Fcp=825 E=1800000 Olued Mea3l0an f(iLB) 2.2E Parallam PSL Gktam Grade I,, r,rx, Acceptable Solutions - 6 112"x 30" Sir W1=18.5 List gopeltiea for- e 314"x 28112" „nya�7 y'x I I�Ve'• �Fb=29D0 Fv-290 Fcp=750 E=2000000 List properties for whet size g1dam7 1 S Its-x 31 112" 1 a 314"a 25 112" Web Fb•2400 FVe206 Fcp+650 E•1600000 rbt•1850 Sal SOldenor►7 Iti-ply T List properties for what LVL7 Ve'e1170'• Fb•QgOD iw285 FIP-750 E=2000000 Sh W1=74 L 1,5.55E Tlmber3trAng,L$L Lblpgpda.iprwfial UatP"a to Phil LVLO what size? Lt .LTAa" Fb=2600 Fv=285 Fcp=750 E=2000000 Sir Wt=74 �I Ir. -j Fb=2325 Fv=310 Fcp=800 E=1550000 AN Final Member 6o..LemlmiM .I ihal M..mbar Rasuks - Final Member:5 1/2"X 31 1l2",Glued Bendng Overdeslg1:22.7% Material Library vnoourromuisrnanem rrPe Laminated,24F-V4(DF/DF) Shear Overdesig1:25.2% Find Size: : ,t•ti ri _ Deflection Overdesigl:19.0% MrL Swing Lengths:•0351n.(Len) .-7.781n.(Right) Uee Conditlon,5o1acl•d: Bearing Buckling Overdsgl:WA Vert DO(approy: 0.00n True Length(.pprox): Fetal member OK by:19.8% Ad"Also"Sire:5112"x 31 tf2" Controlling criteria Is: Deflection Reactions FtflelllflmQlfortmatlon Location Live Case Madim®a R,_Lg$ R,-leek I/ae Pos4Ne MDIMd 148,3001ND 9-40n Mein Span Live Load: 16,985 lb 14,7991b M. tine Momsd OnJb `. _O.gOn %qpn d Lato' brecing Dead Load: 14,3091b 12,9971b Mat D... Shs.r24`50® _ 0.0011 Mainsw Total Load: 31,2941b 27.796 lb Main Span Max.Do rd Deflection 0,225"/0.417" 9,80,19.60, Main/Main Live Case Caosing Max WA WA (Live/TaPn MaMaxt� Man Span Ma D.11-0,n 0.000"/0.0001, 0.00'/0.00, Main l Main Mramams R,-Len R,-Right (Live/Tom Live Load: 016 Olb Cali Qffi Defl.tLM/TouO.WA WA WA 0.6 or 1.0 Dead: 8,5851b 7,79816 DM MIT..W WA vNtlk WA eeedo teas Net Reaction e,3Z6 lb 7,539 lb Req'd EI,Notlnd.SeeWL 2122Ee10 A.Wel El: ZSSE-10 Live Case Celaing fVTn WA WA Approx,Self Waight 3.17 pit Approx.Tot WL:86316 Neaetl—ec Mn Cdcdeo t •57 n •7.78n 40,033 20'Garage Door Fl ader i . � 1 Client: Date: 7/9i- Page 1 of 2 Project: Designer: 68 y Address: Duanttty 1 Project B1 PWI-90 18.000" - PASSED Level:Level 0 1V6- 0 1 SPF 2 SPF 22'9" 6'5" ' 3 1/2" 29'2" User Inputs Design Method ASD Load Sharing: No Spans Building Code: IBC/IRC 2015 Importance: Normal Span 1: 22-9-0 Type: Joist Temperature: Temp—100°F Right Cant: 6-5-0 Application: Floor Decking: 3/4""Plywood Nailed and(Emdngs Spacing: 16 Vibration: Not Checked Brg 1: 3.5" SPF Double Joist: No Defl.LL Span: L/480 Brg 2: 5.3125" SPF Material Type: lJoist Defl.LL Cant: L/240 Material Name: PM-90 Defl.TL Span: L/240 Depth: 18 Deg.TL Cant: L/120 Width: 3.5 Analysis Details Material Properties Name Depth Width FA El E-Flange K Mr Vr Vrinterior VrStttfener Fcp PWI-90 18 3.5 30.11E6 1703E6 2.2E6 11.52E6 15780 2535 2535 2535 650 Resistance Factors Moment Factor Shear Factor Comp Perp Factor Cr-Bending Cr-Shear Load Sharing Ct Ct(E) 1 1 1 1 1 No 1 1 El(including Ct(E)) Bare El Composite El Ct(E)(temp.factor for E) 1.703000E+009 1.918909E+009 1 Load Combinations Checked for Strength(Factors include importance factor) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 D+L 3 1 1 1 0 0 0 Load Combinations Checked for Deflection(Total Loads:Dead + Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 D 1 0.9 1 0 0 0 0 2 D+L 3 1 1 1 0 0 0 Load Combinations Checked for Deflection(Live Loads) Comb.No. Description Pattern Count Cd-Duration D L S W C 1 L 3 1 0 1 0 0 0 Version 18.80.245 Powered by iStruff- r I I� .. Client: Date: 7/9li Page 2 of 2 Project: Designer: 69 Address: In Quantity project 4 B1 PWI-90 18.000" - PASSED Level:Level Bearing Calculation(MR: Max Reaction) ENo.Capacity Input Length Req'ed Length Reaction MR Load Comb. MR Load Case MR Dead MR Live Uplift 425 3.5 3.5 819.7 D+L L_ 213.1 606.6 0 425 5.3125 5.3125 2907.1 D+L LL 1192.3 1714.8 0 Maximum Moment at Each Member Mem No. Span No. Combination Load Case Cd CL Resist.Factors Moment Span-X Mr Mr orig Ratio 1 Spn 1 D+L L 1 1 1 -7734 22-3-11 15780 15780 0.4901 2 Rt Cant D+L L 1 1 1 -7736 0-0-0 15780 15780 0.4902 Maximum Shear at Each Member Mem No. Span No. Brg No. Max Combination Load Case Cd Res.. Max Shear Vr Ratio Fac- 1 Spn 1 2 No D+L LL 1 1 1299 2535 0.5123 2 Rt Cant 2 Yes D+L L 1 1 1590 2535 0.627 Maximum Deflection on Span and Cantilever for Total Load (Dead + Live) Def.Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Critical Span D+L L_ 0.1988 Spn 1 10-5-7 22-3-12 240 1346.5 0.18 Critical Cant.Up D+L L_ 0.0097 Rt Cant 6-5-0 6-5-0 120 7920.4 0.02 Critical Cant.Down D+L L 0.4157 Rt Cant 6-5-0 6-5-0 120 185.2 0.65 - Maximum Deflection on Span and Cantilever for Live Load Only Def.Span Desc. Combination Load Case Max Deflection Span ID Span-X Span Analog Length L/Allowable L/Actual Ratio Critical Span L L_ o.le26 Spn 1 11-1-15 22-3-12 480 1466.1 0.33 Critical Cant.Up L L_ 0.1426 Rt Cant 6-5-0 6-5-0 240 539.9 0.44 Critical Cant.Down L L 0.2829 Rt Cant 6-5-0 6-5-0 240 272.2 0.88 Version 18.80 245 Powered by i5truct- L'i�r� i �: 1 I 70 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 �.sNSJ RUCT( IONCni c Imparhnl:Top and bosom must be hd,rety supported of ex %and at 4-nnexlnt-1,Dynamic bed,p not coaldered,Compfare wlh 2015 IBC At designs,should be checked by a eonpe nd professional At users dal comply Wt,Slate Engineering Lm.Injury and/or has,can real from IW par use of this product. Job Normal Emory Lofts 2 Be&mLD':l 3rd Floor Framing Right Beam Load and Span Diagram(Not To Scab rich,Irony,not Wl n) Other Info.: 1,500 1,000 Mein Span,L= 17.50 ft Mein Span Max.Allowed Live Dell:L I 480 0 44 to 500 Main Span Max.Alomd Total DeO:L/ 488 0441. 0 I 1 2 4 6 a 10 12 14 16 1B 20 Cantilever(Overhang)Exists?No . 50D Pitch if Sloped: OA:12 -1,000 Span(11) Load Duration rtr too V Loads From Continuous Member? No Add Sell Wt.? •yes •No For Wood and Press Treated? Wet Cond? Terrp Cond. Sawn Member Repetiive Use? No .I Glul-ame Only: Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead 4,.,.+,Live Load Red'n? V.eJ Live,pat Dead,psi Width,ft Load,plf Load,pg. Load,plf. r Roof Loads(not including 6no"j 16 pat 15 pst - - - Roof Snow(only) 25 psf 0.01 n Dock Loads 60 psf t0 pat - - Floor 2Loads - - Floor Loads 40 psf 24 psf 15.25 It 610.0 Wit 610.0 Wit 366.0 blft Wall Dead Load 12 psf - Other'psf bad and trib.width - - Addilional'pr Unit.Live Loads. Descrip'n.oprl Addhional'pr _Unit.Dead Loads. Deecn ln,oprl Roof pitch for LL Resin Beam type for LL Load Subtotals 610.0 Wit 610.0 blft 366.0 blft Red'n Total Ailtialed Uniform Loads v4= 610.0111 wh= 366.0 bla 0.0:12 N:amr.beam . Combined Total Uniform Load %= 976.011 4x And S1mNwfLumbarl lox And Larger(Timbers) Lumber Material Ilo,.yn lu nm.a rl„r•, . Timber Material pr„y.11 , Lumber Grade r4a tv1w2 . Timber Grade No.1 Acceptable Solutions Acceplabl0 Solutions 12 x 16 ex Z2 14a 16 - LiM proper0es for what a x 10 is.Is sin lumber? ,•u. 10 a 1e SN WI.15.51 v List properties for Fb=1020 F160 Fcp=625 E=1600000 SH Wt•8.12 whent elm? -I fb=I300 1v•170 Fcp=625 Li=t600000 Glued Laminated Members IGLBI 2.2E Porallam PSL Glulam Grade - 7"xto- Acceptable Solutions 6.114"x 1e" 3 1is"x 22 V2" 6 112"x 19 112" L"I properties for SO Wt.1 as List propertiee for what 3 1/2"x 21" 6 314"x IV what sin? Fb=2900 Fv290 Fcp=750 E•2000000 aln gh11am7 6 VV x 19 112" 6 314"x 16" t-Level TJI >1/2'x 117/e-• . Web Fb-2400 Fv265 Fcp=650 E=1800000 FlIM850 Self Wt-36.4 Stiffeners? - 2.OE Mlcrollam LVI_-Muitl-ply IN. List properties for what I - - sIm LVL? 1 1 (4)1414"x 10" - M13/4•xn-7/e Fb•2600 Fv285 FCp=750 E•2000000 Slf Wt-7.4 2.0E Mlcrollam LVL 1.55E TlmberStrand LSL List properties for what 6-114"x 10" _ List prepare..for - sin LVL? - 7"x 10" what sin? Id?'xn 7/e•- Fb-2600 Fv-265 Fcp-750 E•2000000 Slf Wt-7.4 Fb•2325 Fv310 Fcp•800 E•155000D Final Member I,CluedUnVnoled . Final Member Results Final Member:6 3/4"x 18",Glued Banding Overdesign:8e.2% Material Library lehoow From All SueloleeamType Laminated,24F-V4(DF/DF) Shear Overdesign:194.2% Final Size: (L XW,M' Deflection Overdesign:21.7% Min.Bearing Lengths:a 2.01 In.(Left) .•2.01 In.(Right) Uec condiflona S•Iected: Bearing l Bucking Overdsgn:WA Vert DI f(approx): 0.00 ft True Length(approx): Final member OK by. 21.7% Actual Memewr Sire:6 3Nex iM 17.60 ft Contro%ng criteria is: Deflection Reactions Final Member Additional lnformllion Location Live Case Rnc10n8Wtfae R,-Left R,-Fluid Max.Positive Moment:38,521 ft4b 8.75 ft Main Span t `1tLalDxa Live Load: 5,338 b 6,338 b Max.Negative Momerd:0 ftab 0.00 It Mein Span Lateral bracing Dead Load: 3,467 6 3,4671b Max Design_Shear.7.295 b 0.00 ft Main Span Total Load: 0,005 b 8,006 lb Main Span Max.Donsmsm0.21 B"/0.360" 8.75'/8.75' Main/Main Live Case Causing Max WA WA Deflection(Live/Total) Mein Span Max.Upwar Deflection 0.000"/0.000" 0.00'/0.00, Main I Main th'rvnx1mp R.-Le R R,-Right (Live/Toleg Live Load: 0 It 0 It, Cant.Doom.Dell.(Live I Toter:WA WA WA wipmg smans 0.6 or 1.0 Dead; 2,000 to 2,060 lb Cant.W,Dot. Ne/Toted:WA WA WA Bend iiliedh: Net Reaction 1,9221b 1.922 b Racfd El,Not Incl.See WLt 4.700E+00 Actual El: 5.90E+09 0% Live Case Causing Min WA WA Approx.See Weigh:30.27 pit Approx.Tot.Wt.:530 b AmaedMoma,t. Min.Celc d Bearing Lengths: -2.01 In(L.R) =2.01 in(") 237.600 ft4b 31d Floor Framing Right Beam r� 71 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C�usi RUCTIont� N�o,c� a eveeM 'fin" Important,Top eM bosom mud be hlereey wpporled of etpperia and d 4a mar.intervals Dymm c bcdng not cemidered Corr lard vat 20151BC. Al detlga ehaL be checked bya conpeNnl prole W oreL AN users ehal rzrrply vAlh Slak Engineering law.Iresm/and/or deer can real from Inproper use of He product Job Name: Emory Lofts 2 Beam LD.: 3RD Floor Framing Midde Be em 1,000 Load and Span Diagram(NMI To Scale Pitch,neny,not drown) Olhor Into.: 800 Main Span,L= 8.50 R 600 400 Mein Span Max.Abwed Live Deft L/ 4B0 0 241n 200 Main Span Max.Alowed Total Deft:L/ {80 =0241n R 0 Cantilever(Overhang)Exists?No . 9_200 1 2 3 4 5 0 7 6 9 10 Pitchif Sloped: 0.0:12 ao Load Duration uve:100 • -600 Span(a) Loads From Continuous Member? No • Add Sol W1-? a yes •No For Wood and Press Treated? Wet Cord? Temp Cond. Sawn Member Repetitive Use? No • GluLarra Only:lNm press treated •I bry .�Iloodegl 0.Ies4 • Unlfomi Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead ,',ZLive Load Redn? Yes_ Uve,pet Dead,psi Width,If Load,pit Load.pit. Load,pit. Roof Loads(not including snovJ) 16 psf 15 oaf - Roof Snow(ony) 25 pal 0.00 n - - Deck Loads 60 Pal 10 psi - - Floor 2 Loads - - Floor Loads 40 pal 24 ps1 14.50 D 580.g Ib/ft 580.0 b/ft 348.0 b/ft Wall Dead Load 12 PSI - Othar'psf load and trib.vidan - Addftional'plr Unit.Live Loads. Deacdo'n.cprl Addhional'pr Unif,Dead Loads.__ D_s.cdo'n.opn Roof pitch for ILL Red'n Beam type for LL Load Subtotals 580.0lb/ft 580.0 Vft 30.0&M Red'n Total Adjusted Uniform Loads VIL= 580.0 Ib/ft wb= 348.0 Wit 0.0.12 Ml other beams • Combined Total Uniform Load v4s= 928.01b/ft 43LAnd Smaller(Lumber l 6x And Laraer(Timbers) Lumber Material Material rarra Nr-mn Lumber Grade top.lrBe.4 Timber Grade I. Ateeotable Solutions Acceptable Solutons (4)2,14 12x 12 6.12 14x 14 List properties for what a x 10 size lumber? 10 x 10 Sit Wt=15.51 List properties foe Fb=1020 Fv=1 BO Fcp•625 E=1600000 S6Wt=8.12 whet elze7 Fb=1300 Fv=170 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2.2E Paralfam PSL Glulam Grade II - 3Ai2"x 11.114" 7-x 1•1/4" Acceptable Solutions 5.114"x 9.112' ]1/e-x II 7/8 61/2"1f 10112" Sit Wl•18.5 List properties for List propertle6 for whet 3 1/2"x 11 715" 6 3/4"a S" vAtet elm? Fb=2900 Fv=290 Fcp-750 E-2000000 size glulem7 6 11e"x 10 112" a 314"x 9" t4maL Till Ist/z•xn7ys .I Web Fb•2400 Fv-265 Fcp-650 E•1800000 FbW850 Self Wt=36.4 Stiffeners? - 2.OE Mlcrollam LVL-bsultl-pig - - List properties for whet 1.314"x 14" 1 f31 1d14"x 9.112" size LVL? (211-314"x 11.718"1 N1 1.314"x 9.1/r . :111314 x117/6 •_ Fb-2600 Fv-285 Pcp-750 E-200DODO S,A'NI.74 2.0E Microllam LVL 1 66E TlmberStrand LSL List properties for what 1JI4".14- 6-11{"z 9•tl2" List properties far '-'-'^''^ 1]I"14"x 11-718- size LVL? 3-112"z 11.71e" 7"x 8.112" what elze7 3.1q^x 11.7A" 1-10 .I$1A Fb•2600 Fv285 Fcp-750 E-2000000 SIfWt•7.4 _• FI,e2325 Fv310 Fcp•800 C-1550000 ■;�F Final Member Rosults Final Member Iwveat4nrw44 BandingOverdesign:266.1% Final Member:3 7l2"x 78",Glued Material Library Ir•eleraxeMlwesolsaamlype • Laminated,24F-V4(DFIDF) Shear Overdo ign:262.9% Final Size: Llyz,ta' Deflection Overdesign:320.6% Min.Bearing Lengths;=1.97 in.(Left) .=1.97 in.(Right) Uso Cw,dlrions 5a1ectod: Bearing/Buckling Overdsgn:WA Vert DI9(opprox): 0.00 If True Length(approx): Final member OK by. 256.1% --fuel M.mb•1 SIM 3 1/2"x Is" S.6u It Controlling criteria is: Bending Ructions Final Member Additional Information Location Live Case aataaBsaaEsr Magnums R,-Left R,-Rich[ Max.Positive Moment:10,646 ft4b 4.75 It Mein Span Full Samson Live Load: 2,755 to 2,755 lb Max,"live Moment 0 flab 0.00 ft_ Mein Span Lateral bracing Deed Load: 1,728 6 1.7281b Mex Design Shaer 3,067lb 0.00 ft Mir Span Total Load: 4,483 Ile 4,483 lb Mein Span Ms..Doyfinvat0.035"I0.056" 4.75'14.75' Main I Main Live Case Coming Max WA WA Deflection fl.1-/ToW) Main Span Max.Uloward Oellecbon 0.000"I0.000" 0.00,10.00, Main I Main M'Nornams R,-Left R,-Rloht (Live/Tatars Live Load: 0lp 0lb Cant.QgM Dell,(Live I Tote":WA WA WA 0.6 or 1.0 Dead: 1,037lb 1,03716 Cant ML call,(Live I Total):WA WA N/A aerrm'rg Rocb: Net Reaction 992 Ile 992 No Req'd El,Not Incl.Self Wt.;7.161 E+08 Actual El: 3.06E-09 g" Live Case Causing Min WA WA Approx.Sell Welgi t.15,70 pit Approx.Tot.Wt.:149 b Allowed Manenl: Men.CoWd Bearing Lang1M: • 1.97 In(Left) • 1.97 in(R IOU 4,200 ft 3RD Floor Framing Middle Beam :� I I 72 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 "S'l( LICTIONCALC ho��4 owes firsoortard,Top and bosom mud be Moreli sownee id aWool.end el 4a max Interval,Dynamic badna rod considered CorrfaerdYO20151BC- At dedgm eM ld be cheoked by a eompetenl proreWoml.At users Owl comply VAIN able E glneering law.hoary and/or deed,oars read from Improper mae of this pod.L Job Name: Emory Lofts 2 Baam LD.: 3rd Floor Framing Left Beem Load and Span Diagram(Not To scale Isiah,uersy,W how) Other Into.: 1,51q 1,000 Main Span,L a 17.75 ft sao Main Span Max.Allowed Live Deft:L I 480 o.a In Main Span Max Alomd Total Deft:L I 480 =044 in 0 Cantilever(Overhang)Exists? 1 -500 2 4 6 e 10 12 14 16 Is 20 Pitch if Sloped: 0.0:12 100o Load Duration i s no sp°"M1 Loads From Continuous Member? No Add Self Wt.?I e vas •No Press Treated? Wet Cond? Temp Cond. For Wood and _ Sawn Member Repetitive Use? No ♦ Glui-ams Only:I,Not press healed In, ♦ 160erar t-11 .i tlniterrn Loads Over Full Lenplh of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Redo? vas^� Live,pat Dead,pit Width,It Load,pit Load,pg. Load,plf. Roof Loads(not including snow) 16 psf 15 Pat - Roof Snow(ordy) 25 loaf 0.00 e Deck Loads 60 Pat 10 psf - Floor 2 Loads Floor Loads 40 lost 24 psf 15.25 It 610.0 Ile/Il 610.0 sift 366.0 blft Wall Dead Load 12 psf Other'psf bad and trib.width Additional'lor Unit.Live Loads. Deecdo'n oon_ Additional'pif Unit.Dead Loads._ DucdD'n oon Roof pftch for U.Redn Beam type for LL Load Subtotals 610.0 lb/ft 610.0 Wit 366.0 lb/ft Red'n Total Adjusted Uniform Loads Vk= 610.0 Iblft Wo= 366.0 6)ft 0.0:12 wlmmv wwms ♦ Combined Total Uniform Load % 976.0 iblft 4x And Smaller(Lumberl 6x And Laraer(Timbers, Lumber Material I .r+.6ren p4wm! TMtbet Material Lunnimr Grade Np1?1q.2 Tn1113er Grade Nol Acceptable Solutions Acceptable Solutions 12 x 16 • 6x22 14x 1 - List properties for what 8.20 lex1s size lumber? 14.1v• 10 x 18 - Sit Aft-1 5 51 U0 properties for Fbs1020 Fv=160 Fcp-625 E=1600000 WWI=8.12 vAtal slm7 •' I Fb-1300 Fv=170 Fcp-625 E•1600000 Glued Laminated Members(001 2.2E Parallam PSL Glulam Grade [)a v4dxnxl 1 7`x Is- A4ceotable Solutions 6.1 q`x te• ]101-x 22 111- 91/2"x 19 V2` Stf Wl=16.5 List prop ertles for Is- List properties for what 3 112"x 22 1/2" 6 314"x 18" what adze? Fb=2900 Fv-290 Fcp-750 E-20g0000 In glulam7 61/8"x 191/2" 8 314"x 16" I•Level T I .n ys - Web Fb=2400 Fv-265 Fcp-650 E=1000000 Fbts1850 Self Wt-36.4 Stiffeners? 2.0E Mlcrollam LVL-Multi. 1 - List properties for whet - (3)1-3/4"x 1e" - sla L11L7 - (4)1-014"x 1S" Ibt-3w•xn-7ye'• Fb=2600 Fv=285 Fcp-750 E-2000000 SIFWt-7.4 2.0E Mlcrollam LV 1.65E TlmberS(rand LSL List properties format - 6.114"x 18" List pro pettlee roe -- size LVL? _ 7"x 18" whet adze? - 1 VY x II-7/11" wl Fbe2600 Fv=285 Fcp=750 E-2000000 Slf Wt=7.4 wl FW2325 Fw310 Fcp•800 E=1550000 Final Member[Glued tam�nxled ♦ Final Memb4r Results Final Member:6 3/4"x 18",Glued Bending Overdesign:84.0!. Material Library I<lreewhaaAlsaasolle l,o, Laminated,24F-V4(DF/DF) Shear Overdesign:189.2% Final Size: 16314 x Ia ♦ Deflection Overdesign:16.6% Min.Bearing Lengths:-2.04 in.(Left) .=2.04 In.(Right) Use Conditions Selected: Bearing/Bucking Overdsgn:WA Vert Dlfr(approx): 0.00 ft True Length(approx): Final member OK by. 16.6% had Membsf Stye:a 314"x A' 17.76 It Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case auxoo Redd Fa R.-Le man Max.Positive Moment:39,630 ftab 8.80 it Main Span FIA St� Live Load: 5,414 16 5.414 1h Max.Negative Moment:0 ft4b 0.00 ft Main Span Lateral bracing Deed Load: 3,517lb 3.5171b _ Max Design She..7.421 lb 0.00 It Main Span Total Load: 0,931 lb 6,931 Ib Maln Span Max,Dosimoud0.231"I0.381" 9.BB'I B.BB' Main/Main Live Case Causing Max WA WA DoBeceon(Live/Toter) Main Span Max.I rd Deflection 0.000"/0.000" 0.00110.00, Main I Main IL1immu 1 s R.-Left R,-Rich[ (Live/Total) Live Load: 0 to 0 to Cant.L 9MM Dell.(Live/Total).WA WA WA tll(Q18e&at100[ 0.6 or 1.0 Dead: 2.110 lb 2.1101b Cent,I&Del,(Live/rate":WA WA WA Ba osrg Redh: Net Reaction 1,949 lb 1,949 Ib Req'd El,Not Inc,Seit WI.:4.912E409 Actual El: 5.90E+09 0% Live Case Causing Min WA WA Approx.Self Welghl:30.27 pit Approx.Tot.WL:5371b Allowed Mo 1, Min.Cried Beeong Lengths. a 2.04 In(Left) =2.04 In(RIght) 237,600 ft4b 3rd Floor Framing Left Beam i 73 ems„ Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C_k5l RUCTIONCACCC Intoortant:Top am bosom mat be hlemly support d at support aW at"max Ind-N.tornado loading not comdered C-0.ra with 20151 BC. ® ,•,,",I„ M deeps ahcud be checketl by a conpelerd aofeaeonal.Al oars gal con"War slate Engineering law.Ir}oy and/or death can real from h,proar use of the product. Job Name: Emery Lofts 2 Beam LD.:1 3rd Floor Framing 6'WiMow Headers Load and Span Diagram pros To Scale NO.If s,ry,ml alw ) Otherinfo.:l 2,000. 1,500 Main Span,L= 6.OD ft 1000 Main Span Max Allowed Live Dell:L/ 480 �=015In 1-500 Main Span Max Allowed Total Deg:L/ =015In 0 J Cantilever(Overhang)Exleta?No . s00 1 2 3 4 7 Pitch if Sloped: Q0:12 -1,000 Span(ft) Load Duration live:1 a0 �l Loads From Continuous Member? 1b Add Calf VA? yn O For Wood and press Treated? Wet Cond? Temp Curd. Sawn Member Repetitive Use? rvc . Glul-ams Ony: Na a.n 111.Nre Uni(ofm Loads Over Full Length of Member Tributary Uniform Live Reduced Live Unlfolm Donn '1r:,Live Load Red'n7 V. Live,plif Dead, sf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow)E405ff 15 sf 15.50 ft - 232.5 b/ft Roof Snow(only) 15.50 n 387.51bR1 387.5 lb/ft - Deck Loads 10 sf - - - Floor 2 Loads - - Floor Loads 24 psf 15.50 If 620.0 Ibla 620.0 Wit 372.0 lb/ft Wall Dead Load 12 psi 2M00 It 240.0 lb/ft Other'psf load and tnlb width - Additional'plf Unif.Live Loadr. Descrip'n.oprl Additional'plf Unif.Dead Loads. Descri Roof plich for U.Red'n Beam type for LL Load Subtotals 1.007.5 Wit 1,007.5 blfl 844.5 b/ft Red'n Total Adjusted Uniform Loads w'L- 1,007.5 b/ft wD= 844.5 b/ft 0.0:12 Ae aar,lwne Combined Total Uniform Load w-= 1.852.0 Wit 4x And SmallartLumberl 6x And Larger(Tlmbersl Lumber Material I Da191e,n,L.,h(North) .I Timber Material Lumber Grade NO 1/No.2 .I Timber Grade i. Acceptable Solutions Acceptable Solutions of 2x12 12x 12 sx 10 List properties for what 4 x 16 6 x 10 Slf W1=15.51 size lumber? 4 e 112 List propedies Fb=1020 Fr-180 Fcp=625 E=1600000 SM WI.11.12 for ww ilia? _e Fb=1300 Fv-170 Fcp=625 E=1600000 Glued Laminated Members(GLS) 2,2E Parallam PSL Glulam Grade 124F,V4(orrop . 3-t/2"x B-VP 7"x 9.114" Acceptable Solutions L6-114"x 9-1/4" 3 118"x 91/2" 6 1/2"x 9" Sr Wt=10.5 List propertiesList properties for what 3112"x 9" 6 3/4"x 7112" for what size? 1 x 11.44 F6=2900 Fr-290 Fcp=750 E=2000000 size glubm7 61/8"x9" 8314"x9" 1-Love) TJI LI/Y.n - -.I Web Fb=2400 Fv=265 Fcp=650 E=1a00ito0 Fb1=1850 Se6W1=36.4 Stilleners? - 2.OE Microllam LVL-Multl-plv List properties for what 1-3/4"x 11-7/6" (3)1-3/4"x 9412" - - an LVL7 12)1-3/4"x 9.1/2" (4)1-3/4"x 74/4" - (2)1d/e'.n-rre- Fb=2600 Fv=285 Fop=759 E=2000000 SHIM-7.4 2.0E Microllam LVL 1.55E Timb0rStrand LSL List properties forwhat 1.1/0"x 11-7/8" 5-1/4"x 9412" List properties - I31 1.9/4"x 94/2" size LVL7 3-112"x 94/2" 7"x 7.114" forwhat size? 3.1/2"x 94/2" -11-1/e- . F�2800 Fve285 Fcp=750 E=2000000 Slf W1=7.4 I n 1 rip-x 1e- Fbe2325 Fr-310 Fcp=000 E-1550000 rVA Final Member saamwocd 'e Final Member Results Final Member:6 x 10,Douglas Fir- Bending Overdesign:1.3% Material Library choow rmm Au Sill,olsaalrgp Larch(North),No.1 Shear Overdesign:30.7% Final Size- 4.to .l Deflection Overdesign:60.1% Min,Bearing Length. 2;1.93 In.(Left) .-1.63 in.(Right) Uso Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Di f(approx): 0.00 It True Length(apprex): Final member OK by: 1.3% Actual Member sue:6.60"x 9.25" 6.00 ft I Controlling criteria is: Banding Reactions Final Member Additional information Location Love &« pAan rr Maxi unis l2,-Left ji,-Right Max Poshn a Momard:8,391 n-1, 3.00 ft Mein Span Re 51•en0 Live Load: 3,023 b 3.023 lb Max Negative Moment:0 ft-lb 0.00It _Main Span Lateral bracing Dead Load: 2,5726 2,572 b Max DesiQt Shear.4,151 b v 0.00It Meln Smart Total Load: 6,594 b 6,6941) Main Span Max Downward0.051"I0.094" 3.00'/3.00' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Tolso Main Span Max Upward Deflection 0.000"10.000" 0.00,I0.00, Main/Main Minimum R,-Lery - h (Liver TotaQ Live Load: 0 b 0 It, _Cam.QS11m,Deft(Live I Totap:N/A N/A N/A_ 0.6 or 1.0 Dead: 1,543 6 1,543 b C_we_yy Den iLive/To :N/A _ WA N/A eendmgRedh: Net Reaction 1,620 b 1,6201) Req'd El,Not Incl.Sol WL 3.600E-08 Actual El: 5.80E+08 0% Live Case Causing Min N/A N/A Approx Self Wet^12.75 pit Approx.Tat.Wt.:761b All"aedM-1: Min.Cab'd Bearing Le flu: a 1.63 in Le a 1.63 in 5.156 ft-lb Floor Framing 6'Window Headers I I 74 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C3145®._l RUCTIONCALCam Important Top and bosom met be Merely su opored at supports and ad 4-ft max Wene6 Dynamo baeire ml considered Gon",ol twh 20151130 SP et Al desigm should be ohecked by s coiryelenl professional Al users del coney Wth stela ENInea"ne lax.Ir1ey and/or death can re=a from Improper use o1 We prodmL Job Name: Emory Lofts 2 BumLD.: 1 at Floor 16'Header Load and Span Diagmm ats(Not To Sc pWh,Ifeny,not doen) 4,000 Other Info.: 3,000 Main Span,L= 16.00 ft 2,000 Main Span Max.Alomd Live Dell:L I 480 0401n 1,000 Main Span Max Aloved Total Dell:L I 480 =0.401n 0 Cantilever(Overhang)Exists? .000 2 4 a 9 10 12 14 18 Pilch if Sloped: OA:12 2,000 Load Duration v� 3,000 Span(it) Loads From Continuous Member? No ] Add Self WL? x yes a No For Wood and Press Treated? Wet Cand? Tenp Cond. Sawn Member Repetilive Use? No .I GluLans Only:I,-r.r„nrs+w .!I-- . I� Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Now Live Load Redn? vef .J Live,psi Dead,pal Width,/t Load,pill Load,PIE Load,pl Root Loads(not including engw') 16 p6f 75 Def 15.2 5 tt - 22E.E Wit Roof Snow(on" 25 s1 15,25 In381.31b1ft 361.3 lb/ft - Deck Loads 60 Pal 10 Pat - Floor 2 Loads - - Floor Loads 40 pal 24 pal 30.50 it 1,220.0 Wit 1,133.4 Wit 732.0 blft Wall Dead Load 12 Psf 24.00 ft 288.0 Wit Other'pef load and Vib.width - - Additlonal'pM Unif.Live Loads.1 Descdp'n,opel Addftional'plf Unif.Dead Loads. Dn_cdp'_n,o_prl Roof pitch for LL Red'n Beam Type for LL Load Subtotals 1.601.3 lb/ft 1,514.7 Wit 1,246.E b/ft Red'n TotalAausted Uniform Loads VOL- 1,514.7 Wit %b= 1,248.0 Ib/ft 0.0:12 Imo"_L.enn Combined Tole Uniform Los %" 2,763.4 Wit 4x And Smaller fLumber) 5x And Larger(Timbers) Lumber Material li,.j,n to 7-be,Material 0e:¢rare ,. Lumber Grade It4a tyNs,J Timber Grade Lae, Acceptable Solutions Acceptable Solution- 12 x 24 20.20 14x 22 22x22 List properties for what to x 20 - sin lumber? x IJ• • is x 20 SB Wt-15.51 List properties laf Fbe1020 Fv-150 Fcp-625 E-1600000 Slf Wt-8.12 what size? 5"12• =I Fb-1300 Fv-170 Fcp-625 E-1600000 Glued Laminated Members(GLBI 2.2E Parallam PSL Glulam Grade [; .-i i, - Acceptable Solutions s V2`x 24" SII Wt= 16.5 List properties for List properties for whet 6 314"x 22 112" what size? 7-x 11 Vc• Fb-2900 Fv-290 Fop-750 E-2000000 size glulam? 6119"x 24" 8314"x21" I•Level TJI I,.1/2 Nil 7/8• . Web - Fb-2400 Fv-265 Fcp=650 E=1E00000 Fbt=1850 Self Wt=36.4 Stiffeners? - 7.0E Idicrollam LVL-Idulli-DIY - - List properties for whet sim LVL? - . m-3p-xn-Ve" Fh=2600 Fv-265 F,p=i5�, E-2000000 SIf Wt-7.4 2.0E Mlcrollam LVL 1,55E TinlberStrand LSL List properties for whet - L�;t prom+trcc lnr sia LVL? - - whet at.? 1•VJ'e11 7/e Fb-2600 Fv=265 Fcp-750 E-2000000 S1f Wt-7.4 Fb=2325 Fw310 Fcp-800 E-1550000 ar:F Final Member[6wed Lammded . Final Momtwr Results Final Member:61/2"x 24",Glued Bending Overdesign:18.0% Material Library lcro,e ype . Laminated,24F-V4(DF/DF) Shear Overdesign:39.0% Final Size' s,,-a24 .. Deflection Overdesign:10.6% Min.Bearing Lengths:.6.26 in.(Left) .=6.26 In.(Right) Use Conditions Selected, Bearing I Bucking Overdsgn:WA Vert D111(approx): 0.00 ft True Length(epprox): Final member ON by. 10.6% Actual Member Size:5 112"x 24" 16.00 ft Controlling criteria is: Deflection Reactions Find Member Additional Information Locegon Live Case aaLnallddrp, Ma81n7pa R-Loft R,-Right Max.Positive Moment:89.481 flab 8.00 E Main Span fig se'enm' Live Load: 12,117 b 12,117 b Max.Negative Moment 0 ftab 0.00 it Main Span Lateral bracing Dead Load: 10,253 b 10,253 b Mex Design Shear.16.778 It, 0.00 ft Mab9pan Total Land: 22,370 lb 22,370 lb Main Span Max.Domers0.196"I0.362" 9.00'19.00' Mein I Main Live Cess Coming Max WA WA Defection(Live I Totsq Mein Span Max.Upward Deflection 0.000"/0.000" 0.00110.00, Main/Main 10"onaume R,-Left R,-Right (Live l Total) Live Load: 0 b 0 b Cant.Down.Dail.(Live I TolaQ:WA WA WA 0S or 1,0 Dead: 6,152 to 6,152 lb Cant A Dag.jUve/Toted):WA WA WA OendinpRedn: Net Reaction 6,994 b 5,994 lb Rectd El,Not Incl.Sell Wt.:1.0/9Ee10 Actual El: 1.14E+10 p Live Case Causing Min WA WA Approx.Seti Wetghl 32.89 pft Approx.Tot.Wt.:526lb anoxad Ma„enr: MIn.Calc d Bearing Lengths- a 6.26 in(Lea) =6.26 In lWl1� 20.213 ft 1 at Floor 16'Header 75 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C mil R_ucTtoaCAALC hono eta crop gad bomm m,m be k,err/.y,paruaneuyvorrs and n aft-ln.rv.e Drromnot considered.Keane naerea.corrprt. vem zols lac. Al deagm nwad be checked by corrpetert Pr^r.W-L AI tears slat compy with Sale Engineering Law.troy and/or deab can result from Inpreper tee of ads product- Job Nams: Emory Lots 2 BaamLD.:l I ST Floor 10'Srav Header Load and Span Diagram(Nol To soak Pitch,Very,not al x) z000 Other Info.: 1,500 Main Span,L= 10.00 fl 000 Main Span Max.Allowed Live Defl:L/ 480 o.25 In 9 500 Main Span Max Alomd Total Deft L I 460 =o 2s in $ 9 0 Cantilever(Overhang)Exists?na 2 4 6 a 13 12 -5 Pitch'd Sloped: L 6A:t2 1000 Load Duration tme:,00 • Span(M Loads From Continuous Member? No Add Sefl Wl.? a yes .No For Wood end Preas Treated? Wet Cord? Temp Cord. Sawn Member Repetitive Use? No . GluLam Only:INol mess heated . pry . Ltw eh r a Iess Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Glow Live Load Red'n? vas _J Live.psi Dead,pst Width,it Load,pit Load,pit. Load,pit. Roof Loads(not including an 0" 16 1 15 psf 11.50 fl - - 172.5 Wt Roof Snow(only) 25 psf 11.50 ft 287.51b/ft 287.5 b/ft Deck Loads 60 psi 10 psf - - Floor 2 Loads - - Floor Loads 100 psf 24 psf 7.50 n 750.0 Ib/ft 750.0 b/t 1110.0 bit Wall Dead Load 12 psi 24.00 in 288.0 Wit Other'psf bad and bib.W': - - - Additional'lor Unit.Live Loads.__Daecdv'n,ovrl Addtlonal'plf Unit.Dead Loads. _ Deecdp'n,oprl Roof pitch for U.Reorn Beemtype for LL Load Subtotals 1,037.5 blft 1,037.51b/ft 640.5 blft Red'n Total Adjusted Uniform Loads VL` 1,037.5 bit Vsb= 640.5 b/t 0.012 IN,them beam, Combined Total Uniform Load `b 1,678.0 lb/ft 0 And Smaller fLumber) 5xAnd Larger(Timbers Lumber Material I1b,eg:nl",r,r.ei i . Timber Material Itwys.nr t.•,I„N•,v. Lumber Grade ue1/No.z . Timber Grade No., Acceptable Solutions Acceptable Solutions . x axis 14 x 114 List properties for what a x 1 x six lumber? a Il• . 10 a 14 - Sit Wt-15.51 List properties for Fb=1020 Fv=1 BO Fcp=625 E•1600000 Slf WI=8.12 whet slx7 s.,2• -J Fb=1300 Fv=170 Fcp=625 E=1600000 Glued Laminated Members fGLB) 2.2E Parallam PSL Glulam Grade wlwto4fxi 3.112"x 14- 7"■11-114" Acceptable Solutions 6-v4"x 114- 3 11s"x 15" 61/2"x 13 1/2• SIf Wt• 1 a.5 List properties for List properties for what 3 112"x 16" 6 314"x 11 718" whet eix7 �'e n V< Fb=2B00 Fv=290 Fcp=750 E=2000000 six glulam7 51 119"x 13 112" a 314"x 11 71V 5112'K117/9'• .! Web - Fb-2400 Fv-265 Fcp-650 E-1800000 Fbt-1850 Self Wt-36.4 Stiffeners? - 2.OE Mlcrollam LVL-MuKI I INo List properties for what - 13)1.314"x 14" - - six LVL? (2)1a14"x 14" 14)1-3/4•x 11-718" - t71 LrJa-.n w•' ►'I Fb=2600 Fv-285 Fcp-750 E-2000000 Slf Wt=7.4 2 E Micro am LVL 1.56 E TifterStrond List properties for what 6.114"x 1/" - - - -List o (3)1-314"x 14" p pasta for ........-- slx LVL7 3-112"x 14• 1 7"x 11.71a" what six? 3412"x 16" W aLL7/e'• Fb=2600 Fv=285 Fcp.750 E-2000000 Slf Wt-7.4 (3I13/4'x,e- Fba2325 Fv.310 Fcp=600 E-1550000 aW Final Member Ic Final Member Results J..Laminaled Bending Overdesign:67.6% Final Member:5 112"x 13 1l2",Glued Material Library w4wrrtomNls:eroleaamrype . Laminated,24F-V4(DF/DF) Shear Overdesign:09.6% Final Size: is 112.13 112' . Deflection Overdesign:32.9% Mln.Bearing Length-:-2.37 in.(Lan) .e 2.37 In.(Right) Use Condlidone aelsoled: Bearing/Bucking Overdsgn:WA Vert Dal(approx): 0.00 ft True Length(approx): Final member OK by, 32.9% AeluslMambsf SUr.5 1/2"x 13 ltY 10.00 It Controlling criteria is: Deflection Reactions Final Member Additional Information Locallon Live Case Is-ft F daFor Ma31nnama, R:-=Left R7-Main Max.Positive Moment:21,206 ft4b 5.00 it Main Span E"ADIRL Live Load: 5,186 b 5,168 b Max.Negative Momem.0 ft4b 0.00 ft Main Span Lateral bracing Deed Load: 3,295 Ib 3.295 Ib _ _ Max Design Show:61574 b 0.00 n Main Span Total Load: 8,483 b 0,463 b Main Span Max.Dognafard 0.115"/0.169" 5.00'15.00, Mein/Main Live Case Causing Max WA WA Deflection(Live/Tolel) Main Span Max.U pwar9 Detection 0.000"/0.000" 0.00110.00, Main/Main l4wrinarr, R.-Left R"_Rloht (Live/Total' Live Load: 0 b 0 b Cant.Doom.Dell.(Live/Total):WA WA WA Woo md-Brenne 0.6 or 1.0 Dead: 1,977 lb 1,97716 Cant.UL Nit.(Live/Tot.4 W_A_ WA WA eenmr,v Redh: Net Reaction 1,922 b 1,922 b Req'd El,Not Incl.Seg WI,.1.510E+09 Actual EI: 2.03E+09 0 Live Case Causing Min WA WA Approx.Self W69M 19.50 pit Approx.Tot.Wl.:185 to AlloeedM-.f: Min Csk'd Beafing Lengths: -2.37 In(Leff) =2.37 in(RiL/q 153,750 t 1 ST Fluor 10'Stop!lead., I �: 76 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CSNS'l RUCTIONCALC ♦P No Important,Tap anti bottom mud be boar*supported d ngporb and at 4-ft max IntervalsDymmk padre not wruldered Complan eM I01SIBC At dedgm should be checked by a competent profe alorel AN ueen shel comply VAIN Slate Engineering Lm Injury and/or death can reel from Improper use of ttds product Job Name: Emory Lofts 2 Beam LID 1 ST FLOOR 6.5'NON BEARING HEADER Load and Span Diagram(Not To Scab Ivtcn,Ifary,not dawn) 700 Other Info.: 690 500 Main Span,L= 6.50It 400 300 Mein Span Max.Alowed Live Deft L I 4B0 o.leln Zoo Main Span Max.Allowed Total Deft:L I 480 •0.to In $100 9 p CenUlever(Overheng)F�cisls7 No .I -100 1 2 3 4 5 s 7 Pilch if Sloped: 0.0:12 -200 ,Load Duration a J00 Span Mil.+ m � Loads From Continuous Member? No Add Self WI? For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No I GluL.-Only:I-Na1 urns IlMed on Lag I e ten Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead All-,Live Load Red'n? vn Live,pet Dead,pot Width,ft Load,pit Load,pit. Load,pit. Roof Loads(not Includng arloWj 16 lost 15 lost 2.67 R - - 40.0 lblit Roof Snow(or1)I) 25 psf 2,67 a 66.7 blft 66.7 Ib1ft - Deck Loads 60 psi i 0 pat - Floor 2 Loads - - - Floor Loads 40 psf 24 psf 2.67 It 106 7I1,/111: 106.7 lb/ft 64.0 Wit Wall Dead Load 12 psf 24.00 ft 288.0 lb/ft Other'psf load and bib.-: - - Additicnal'pir Unif.Live Loads. Descdp'n.oprl: Additional'pr Unif.Dead Loads. Deecdp'n,opri: Roof pitch for LL Red'n Beam type for LL Load Subtotals 173.3 lbtft 173-3 Wit 392.0 blft Red'n Total Adjusted Uniform Loads wL 173.3 Wit V%= 392.0 Wit 0.0:12 14W ntM Llama Combined Total Uniform Load %= 565.31b1ft 4x And Smaller(Lumber) ¢x And Larger lT Milan ral Lumber Material "n t,.lxar wo,ny Timber Material Ipsvglea r 1.1h(Nodh) Lumber Grade No 11ows Timber Grade {.. Acceptable Solutions Acceptable Solutions (4)2xe 2x 10 3xt2 see List properties for what 3)2.3 4 a io - - size lumber? I".ar U List properties kv Sit W1=15 51 Fb-1020 Fv=180 Fcpa625 E-1600000 S6W1=8.12 whet eI.? 1 I Fb•1300 Fv170 Fcp•625 U-1600000 Glued Laminated Members(GLBI 2.2E PAraliam PSL Glulam Grade l (DFJol) . 1 3-112"x 9.114" 7'x 9-1/4" Acceptable Solution 1 5.114"x 9.1/4" 3 V11-x 71/2- Is112"x 8" Sit Wt-185 Lid properties for____-_.___ List properties for what 3 112"x 7112" 6 314"x 7 112 what an? �'.tl-Va ��Fb-2900 Fv-290 Fcp-750 E-2000000 size glulam7 5118"x a-- 8 314"x 8" avel TJI IS 112 x 111/e' 1 Web Fb•2400 Fv-265 Fcp-650 E•1800000 Fbt=1650 Self Wt-36.4 Stiffeners? Mlcrallam LVL-Mulli-ply N. - List properties for what 1.314"x 9.112" (3)1-014"x 6.112" - _ size LVL? (2)1d/4"x 7.114" (411-3/4"x 9-112" 'v)I IN .1670' se Fb=2600 Fv-285 Fcp-750 E-2000000 Slf WI=7.4 2,0E Microllam LVL 1.65E'IlinterStrand L L List properties for what 1a/4"x 94/2" 1 List propmoe.for 1-314"x 9412" (3)1-314"x 9412" .In LVL? 3412"x 7414" 1 7"x 6.112" what size? 3.112"x 9.112" 1 Vv x11-718 Fbe2600 Fv=285 Fcp=750 E=2000000 SIfWt=7.4 t Fbe2325 Fve310 Fcp•800 E•1550000 at1'A Final Member u_wood I Final Member Results Final Member:4 x 10,Douglas Fir- Bending overdesign:40.1 Material Library ICeofor From Atsan01 Seem lype Larch(North),No.1I No.2 ��_....._.....""..- Flnal Size: 14.10 1 Deflection v Min.Bearing Lengths:-1.50 In.(Left) .=1.60 in.(Right) U..C-dWons Balacterd: Bearing/Bucking 0 Vert 081(approx): 0.00 ft True Length(approx): Final member OK by. 40.1 Actual Member Sin:3.60"x 9.25" 6.50It Controlling criteria is: Banding R"M M Final Member Additional information Location Live Case kasu18IgXW m3'trunna R,-Left R,-Right Max.Positive Moment:3,020 ft4b 3.25 ft Mein Span Gal3dseL Live Load: 563111, 563 to _ Max.Negative Morram:0 ft-kd 0.00 it Main Span (Lateral bracing Dead Load: 1,300 b 1,30016 Max Design Shear.-1.422 b 0.00 it Mein Span Total Load: 1,664 b 1,864 b Main Span Max. 0.0Diagraming 19"10.062" 3.25'/3.25' Main/Main Live Case Causing Max WA WA Deflection(Live I TetaO Main Span Max.Upward Dallsotion g.000"10.0001, 0.00'/0.00, Main/Main Mimi ums R.-Left R,-Rlaht (Live I Tola4 Live Load: 0 In 0 to Cant.22WL Dell.(Live 1 Total):WA WA WA 0.6 or 1.0 Dead: 7B0 b 7Bg Ih Card.UL Dell.Live/Tolal):WA WA NfA Bandngaadh: Net Reaction 764111, 76411, Req'd El,Not Incl.8.0 WI:1.397E+08 Actual El: 3.69E+08 00 Live Case Causing Min WA WA Approx.Sex Weight:$.I I pit Approx.Tot.Wt.:531b All owedM-1: Min.Celc'd Bearing Lengths: -0.85 In(Lea) -0.85 In(RIBM) 2.823 ft-lb 1 ST FLOOR 6.5'NON BEARING HEADER I 77 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CJNS RUC TIONC ALC •�yc� r n 0P m rbn'Top end botlom mid be Ylerey eyparkd et erpporb eM el4ft rrexlrtenale Dymrdc baring nor eorddered Conplart r,Mh 20t519C. At detlgns should be clacked by a oenpetenl profeadoral At users"I comp)/wlh We Figlneming Lm..1r*q erxt/or&,Ih oen real from Irrproper use of tlds prodmL Job Name: Emory Lofts 2 Beam I.D.: 1 ST Floor 6'Window Header Load and Span Diagram(Not To Scale Pitch,far y,not shorn) 3,000 Other Into.: Z500 Main Span,L Is6.00 ft Z000 500 Main Span Max Allomd Live Dee:L I 480 015In Main Span Max Alomd Total Deft:L If480 -0.151. $.0 s Cantilever(Overhang)Exists?No . -500o 1 2 3 4 5 7 Pilch If Sloped: 0.0:12 -1'000 1,500 Load Duration a•100 spen(f0 Loads From Continuous Member? No � Add See Wt.? a yes •No For Wood end Press Treated? Wet Cord? Tenp Cord. Sam Member Repetitive Use? No GluLams Only: Nm p,eu 1-W I), - I Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Deed Wow Live Load Red'n? vas Lives Pat Dead,pot Width,ft Load,pit Load,pit. Load,pit. Roof Loads(not including srlovq 16 psi Its pet I S.00 it 225.0 6Ift Roof Snow(onllr) 25 psi 15.00 It 375.0 lb/ft 375.0111 Deck Loads 60 psi 10 Pat - Floor 2 Loads - Floor Loads 40 Pat 24 pat 30.00 It 1.200.0 6Ift 1,200.0 lb/ft 720.0 6Ift Wall Dead Load 12 lost 24.00 If 288.0 6Ift Other'psf bad and bib.Wdlh - Addilional'pr Unit.Live Loads. Deecdp'n opri Addeional'plf Unit.Dead Loads. DeecdPn opri Roof pitch for LL Redn Beam type for LL Load Subtotals 1,575 0111 1,575.0 Will 1,233.0 bHt Red'n Total Adjusted Uniform Loads VIL 1.575.0 lb/ft wb= 1,233.0lb/ft 0.0:12 AA uaa.s sae Combined Total Uniform Load % 2,608.0 Ili UAnd Smaller(Lumber) 6x And Langer fTlmbera) Lumber Material Ifweytn t.t.r, Timber Material lttv�n f. l u.n,N;•a Lumber Grade srstfMsj Taber Grade Nat Acceptable Solutions Acceptable Solutions 12 a 12 4x 14 14x 14 Listproperties forwhet - - e x 12 is.is size lumber? (,, • List 10 s 10 SB Wt=15.51 properties for Fb•1020 Fv=160 Fcp=625 E=1600000 SH Wl•8.12 wAW hat%1 slm? 6"12 -I Fb=1300 Fv=170 Fcp T25 E•1600000 Glued Laminated Members(GL81 2.2E Parallam PSL GlulemGrade yp,p, 3.112"x 11-i hl. 7-x 9.114' Acceptable SOIutlons 5414"x 9414" l int-.1t 718" 51/2"x 9` List properties for- S1fWI.18.5 List properties for what 3 112"x 10 1/2" 6 3/4"x 9" what size? 7-x 11.12a I Fb•2900 Fv290 Fcp=750 E•2000000 size glulam? 61/8"x 9" 8 3/4"x 9" -Love) TJI IS 112 1 11 718 , Web FW4400 FV•265 fcF•650 E-1800000 Fbt=1650 Sell Wt=36.4 Stiffeners? - 2.0E Mlcroll.m LVL-Mult_-p List properties for whet - N)1-314"x 9.112" elm LVL? (2)1.314"x 11.718"1 4)1J14"x 9.112" If won, . Fb•2600 Fv285 Fcw750 E•2000000 Slf Wt•7.4 2.0E Mlcrollam LVL 1.55E TlmberStrand LSL List properties for whet 1 1 6414"x 9412" - 11,1 properties far P)1-314"x 9.112" slm LVL? 3-t@"x hale" 7"x 9-113" what elm? 3-112"x 11-71e" LIR'xn-Na' Fb=2600 Fv-265 Fop-750 E-2000000 Mr Wl=7.4 Fb=2325 Fv=310 Fcp=600 E•1550000 VZ Final Member Final Member Results Final Member:5 1/2"x 9",Glued Bending Overdesign:17.0% Material Library I,ncaallo,ARSbesOfeeamType . Laminated,24F-V4(DF/DF) Shear Overdeslgn:37.8% Final Size: Is v2 x9- Deflection Overdeslgn:9.7% Min.Beefing Lengths:=2.37 in.(Left) .•2.37 in.(Right) I Use Conditions Selected: Bearing I Bucking Overdsgn:WA Vert Dtlr(approx): 0.00 ft True Length(approx): Final member OK by. 9.7% Actual MsmMr SUN:6 1/2"x a" 6.00 ft Controlling criteria is: Deflection Reactions Final Member Additional information Location Live Case Of-Reed Fn 7Anrimi m R- e R"-Rich Max.Positive Moment:12,692 ft4b 3.00 ft Main Span Live Load: 4,725 b 4,725 b _ Max.Negative Moment 0 ftab 0.00 ft Main Spent Lateral bracing Dead Load: 3,736 to 3.736 lb Max Design Sheaf:6,346 b 0.00 ft Mein Span Total Load: a,461 b 8,461 lb Main Span ax.(Live I mendTalmo 0.076"10.137" 3.00'/3.00' Main I Main Live Case Causing Max WA WA Deflec Mein Span Max.ljomrd Deflection 0.000"I0.0001, 0.00110.00, Mein I Main f� R.-Left R,-Rlaht (Live I Talmo Live Load: 0lb 0 b Cant.Down.Dee.(Live I TotsQ:WA WA WA 16�ea41liat�a 0-6 or 1.0 Dead: 2,242 6 2,242 lb Cant.UL Del e/Total):WA WA WA B.&WRedh: Net Reaction 2,219 lb 2,219 lb Rec(d El,Not Incl.Sell Vn.:6.459E-0e Actual El: 6.01 E+08 0- Live Case Causing Min WA WA Approx.Sea Welaw 12.33 log Approx.Tot.WL:74 Ito Allowed Martini: Min.Cab'd Beedna Lengl1w =2.37 In(Loft) 2.37 in(Rigid) 98,400 ft IST Floor 6'Window Feehr ` .� I 78 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C__J RLICTIONC At c �o` ImDorianl:Top anti bofi m must be Merely npporled al oupporis anti al4a rrexMer IwR Dymmic Iwdre ml wmldworl.Corrylanl VMh 2m5113C. Al dWe.ehDJd M checked by s conpeent profe Waml Al-del corrpy Wei Sole Enoneering Lew.lr(uy end/or deslh cm read from stomper use of Ne pmdmL Job Nanw: Emory Lofts 2 Beam LD.: 1ST Floor 6-Stslr Header Load and span Diagram(fat To Scee-Pitch,Deny,of dean) 1,000 Other Info.: 000 Main Span,L• 8.00 ft 600 Main Span Max.Allowed Live Deft:L I 40( =0.15 m 400 Main Span Max.Alovved Total Dell:L I 480 =o.1s a 200 Cantilever(Overhang)Exists? 200 1 2 I 4 5 7 Pilch if Sloped: 0.0:12 400 Load Duration Lire:1 oo •� Span(ft) Loads From Continuous Member! No • Add Se0 Wt.? •y� a No For Wood and Press Treated? Wat Cand? Temp Cond. Sawn Member Repetitive USS? No Glul-arra Only:ko1 mess healed Dry • --..I Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead %a, t r>r Load Redn? Lin,pat Dead,pat Width,ft Load,pH Load,pti. Load,PH. Roof Loads(not including'no" t6 Pat 15 psf 0.00 ft - - RoofSnow(ony) 25 per 0-00It - Deck loads 60 psf 10 psf - - Floor 2Loads - - - Floor Loads 100 psf 24 psf 7.00 it 700.0 Ibla 700.0 bfft 168.0 lb/ft Wait Dead Load 12 psf 0.00 it Other'psf bad and Drib.vld81 Additional'pr Unif.Live Loads. Deectp'n,Doti Addilional'plf Unif.Dead Loads.1 Deectp'n,opts Roof pitch for LL Redn Beam type for LL Load Subtolab 700.0 lb/ft 700.0 b/ft 168.0 0111 Red'n Total Adjusted Uniform Loads wL= 700.01b11t vlo= 168.0 lb/ft 0.0:12 Nl elan beams Combined Total Uniform Load %= 868.0 lb/ft 4XhW Smaller(Lumber) 6x And Larger Rlmbers) Lumber Material lue,4o to w,�. Tblmer Material Lumber Grade tle.tlw,, Tbriber Grade C Acceptable Solutions Acceptable Solutions (4)zxe - - lirl 2x 12 3x 14 exa - Usl properties for what 1al z x 10 4 x m0 - - - sin lumber? I, ,! • SH Wt=15.5 ll l is t prn s r.,r Fb=1020 Fv=180 Fcp•825 E=1600000 SH WI=8.12 whetat sin? •I Fb•1300 Fv170 Fcp•825 E•1600000 Glued Laminated Members(GLBI 2.2E Parallam P$L Glulam Grade 1,41 v4 amm, . 3.111'x 9-14- e•tr4- eeeaotabla SOlutlona 6.1r4^x 9•iN" 3 tp"a T JW r 6173"x a- List properties for SN W1=18.5 List properties for what 3 112'x 7 112" 6 3l4"x 7 1l2" what ale? 7'z 1t 11, Fb-2900 Fv=290 Fcp=750 E-2000000 in glulam7 6118"x 7 1/2" a 314"x 9" el.TJI ..I... _ Web Fb•2400 Fv=265 Fcp•650 E•1800000 FbW 850 Sell Wt-36.4 Stiffeners? - 2 OF Microns.LVL-Multi-ply - List properties for whet 1.314"x 92/2" 13)1J14"x 7-114" sin LVL? 1311a14"x 7.114" (4)1-3/4"x 5-112" - �ri13/4'x11-r16' Fb•2600 Fv285 Fcp-750 E•2000000 SHWt=7.4 2.0E Microllam LV 1.66E TimberStrand LSL List properties For what 1-3/4"x 9412" 6-1/4"x 7.114" - Ustpropertlea for ...1J/4"x 9•lq^ (3)iJN-x 9.I/2- sla LVL? 3-112"x 7.114" 7"x 6-1/2" whet eln7 3412"x 9.112" PtR'amt-t/a' •I Fb-2600 Fv285 Fcp-750 E-2000000 Sir Wk7.4 ,, Fb•2325 Fv-310 Fcp=900 E-1550000 a4' Final Member hewn wood . Final Member Results Final Member:4 x 10,Douglas Fir- Bending Overdesign:7.6% Material Library kl,eoce rromnll sl:esol seam rypc • Larch(North),No.1/No.2 Shear Overdesign:98.9% Final Size: 14.to .: Deflection Overdesign:116.9% Min.Bearing Lengths:-1.60 In.(Left) .a 1.50 in.(Right) Uee CondiNona selected: Bearing I Bucking Overdsgn:WA Vert DM(appro.): 0.00 ft True Length(epprox): Final member OK by. 7.6% Actual Member Size:3.60"x 9.26" 6.00 ft Controlling criteria is: Banding Reactions Final Member Additional Information Location Live Case 0flcnaBCftffl @-Left R�-Riah Max.Positive Moment:3,943 ftab 3.00 0 Main Span Live Load: 2,100 to 2.100 b Max.Negative Moment 0 ftab 0.00 ft Main span 'Lateral bracing Dead Load: 528 6 528 6 _ Max Design Shear,1.953 to 0.00 ft Main So" Total Load: 2,628 lb 2,6261) Mtn Span Max.-Dowinni0.055"/O.Ofi9" 3.00'13.00' Mein I Mein Live Case Causing Max WA WA collection(Lie/Totan Mein Span Max.Iluward Collection 0.000"I0.000" 0.00'/0.00' Main I Mein /lopin m s R,-Left R,-Rlaht (Live/TotaO Live Load: 0 to 0 b Cant.)gym„Dell.(Uve 1 Totan:WA WA WA wro k4a.d.eaa 0.6 or 1.0 Dead: 317 b 317 b Cant.Mile Doll.Uve/Talon:WA WA PIA Bendrw Redn' Net Reaction 302 b 302111, Req'd El,Not Incl.Self Wt-*1.687E+08 Actual El: 3.69E+08 0 Live Case Causing Min WA WA Approx.Sell Weight:6.11 pit Approx.Tot.WL:49 lb Allov Menem: Min,Calc'd Bearing Leng0lc •1.20 in(Las) =1.20 in(Right) 2,823 ft 1 ST Floor 6'Stair Header I ;;,;� 79 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C'`NS,,�,I RUCTIONC Ata g �o"` 4,10 IMID910I Top a m n d bosom be Iala et 4a aly supporled at Wporb and max Irt,lw.Dymrdc loading no(wr.Idered.Complad wth 2015 IBC. I I Al does.rhoM be decked by a congaed proredo od Al orate"con*With sbia Erglmerin g Law.Irluy and 1 or death can teat from hrpoper use of ha product u Job Name: Emory Loft 2 BaamtO.: 1 ST Floor 5'Window Header Load and Span Diagram(Nol To SceN lurch,Irmy,not ens.) 3,000 Other Info.:I 2,500 Main Span,L= 5.D0 ft 2,000 5o0 Mein Span Max.Allowed Live Defl:L/ 480 013In o00 Main Span Max.Alowed Total Defl:L/ 480 =013 in $500 Cantilever(Overhang)Exists?I 9 0 500 1 2 3 4 Pitch if Sloped: OA:12 -1,000 Load Duration tivo:100 . SpanM) Loads From Continuous Member? No Add Sag Wt? •yes •No For Wood and Press Treated? Wet Cond? Tenp Cond. Sawn Member Repetitive Use? No .I Glutem Only:`Not press treated . IDry . I1 "o wa Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead P41-Live Load Redn? Live,pal Dead,pat Width,(I Load,p0 Load,plf. Load,plf. Roof Loads(not including In I 1B psf 15 psf 15.00 R - - 225.0 Wit Root Snow I.%) 25 psf 15.00 n 375.0 Ib/ft 375.0 6/ft - Deck Loads BO psT 10 psf - - - Floor 2 Loads - Floor Loads 40 psf 24 psf 30.00 it 1,200.0 blR 1.200.0 Ib/fl 720.011,11t Wall Dead Load 12 psf 24.00 it 288.0 Ib/R Other'psr load and trib.'M - - Additional'ptr Unif.Live Loads. D.ecr1 n,opli Addtiional'plr Unif.DeadLoads.1 Descddn,opD Roof pitch for LL Red'n Beam type for LL Load Subtotals 1,575.01b/R 1,576.0 KIM 1,233.0 b/ft Red'n Total Adjusted Uniform Loads k 1,575.0 b1ft 1'b= 1,233.0 Wit 0.0:12 IMoll-beams • Combined Total Uniform Load wU 2,808.0 b/R 4x Ig1d Smaller ILultmllerl 6x And Larger(Timbers) Lumber Material Ico„yn rx-l4na pyamt Timber Materiel lrxxya,rn L�n�,::ne Lumber Grade w/liver Timber Grade pq r Acceptable SDlutlofta Acceptable Solutions x 12 12 a 12 6x 12 List properties for what 4 x 16 a x 10 - - size lumber? 10 x 10 Sff Wt-15.51 � Llel properties for Fb-1020 Fv180 Fcps625 E-1600000 SRWt=8.12 what size? I Fba1300 Fvs170 Fcp=625 E-1600000 Glued Laminated Members(GLBI 2.2E Parallam PSL Glulam Grade f _ . 3-1f2-x 9.114" Acceptable Solutions 6-114"x 2414" 3 118"x 9 112" 1 6 112"x 7 112" L,n a properties for SO Wl=18.5 List properties for what 3 112"x 9" 0 314"x 71/2" what size? r'x n 1/4- •�Fb-2900 Fv-290 Fcpa750 E•2000000 size a. 5118"x 7112" 83/4"x9" -Level TJI Web Fb-2400 Fv=265 Fcp-650 E-1800000 Fbt•1850 Self Wt=36.4 Stiffeners? 2.0E Mlcrollsm LVI_-MultLEly - - List properties for what 1-314"x14" 011d/4"x7-114" - M&VA? (2l 1-314"x 9.112" (4)1.314"x 7.114" - :,1a14-x 11 are- e'l Fb-2600 Fv-265 Fcp=750 E-2000000 SIf Wt-7.4 2.0E Mlcrollam LV 11.66E MniberStrand LSL List properties for what proP List Pro 1-3/4"x 14" 6.114"x 7.114" -.- - 13)I've.x 9.1/2- parties fOr ........... size LVL? 3.112"x 9.112" 7"x 7.1/4" whet eize7 3.112"x 11.710' Fb-2600 Fv285 Fcp•750 E-2000000 SRWt-7.4 - . FM2326 Fva310 Fcp•800 E-1550000 aW Find Mombar Results Final Member I,;ipeawrdmled BendingOverdesipn:17.1% Final Member:5 7/2"x 7 7l2",Glued Material Library f. paemrromAJISuesO(Beamin, Laminated,24F-V4(DF/DF) Shear Overdeaign:37.9% Final Slze: Is vz,r 1ya Deflection Overdesign:9.8% Min.Bearing Lengths:-1.97 in.(Left) .e 1.97 in.(Right) Use Conditions Bsiected: Bearing/Bucking Overdsgn:WA Vert Dftf(approx): 0.00 ft True Length(approx): Final member OK by. 9.8% Actual Member Size:61/2"x 71/2" 9.00ft Control ng criteria Is: Deflection Reactions Find Member Addition at Information J.ocallon Live Case 0r-wreadror Maxima. R.-Le R R,-Rlaht Max.Positive Moment:8,807 flab 2.50 R Main Span fsA-Safes Live Load: 3,938 b 3,938 b Max.Negative Moment:0 flab 0.00 it Main Span Lateral bracing Dead Load: 3,108 b 3.10a Ib Max Design-She.,.5,2a4 b 0.000 Main_" Total Load: 7,046 b 7,046 b Mein Span Max. 0.064"10.114" 2.50'12.50' Mein I Main Live Case Causing Max WA WA Deflection(Live I To!! Mein Span Men.Llowa>i Deflection 0.000"I0,000" 0.00'/0.00, Main I Mein M40dlu m R.-Left R,-Rloht (Live/TolaO Live Load: 0 b 0 b Cant.Qgrm,Dell.(Live/Totsg:WA WA WA 0.6 or 1.0 Dead: 1,865 to 1,865 lb Cent.kt D.A.(Live/TolaO'WA WA WA Bendrg Redh: Net Reaction 1,660 b 1.060 V. Req'd El,Not Incl.Sell VA.,3.169E408 Actual El: 3ASE440 0 Live Case Causing Min WA WA Approx.Self Welghl:10.28 pg Approx.Tot.M.:51 It, Anowoe 8!o renc No Celc'd Besdng Lengths: a 1.97 in(Lott) a 1.971.(Wgmd) 88.484 R I ST Floor 5'Windcw Header t. � I 80 Bradley Engineering,Inc.811 Yew St.Bellingham,WA98229 CJNsl ROCTIONCAt C P►�y4 ILeJ2 le0l Top and bosom must be laterally uppaikd al Wporb,and at an rrex Irsenak.D/rarcic Wring not eo.Wdered Compte,awm,1P15IBC 1� All e.aga alwi4d be claeexee M e compekm pare.,vonal AN-W,11 eaepi/wtm slits en9lnaedng taw.InJuy e„e/or d.ein can mra n.m Improper use of IN,pratlucl. Job Nanw: Emory Lofts 2 Baam LO.: 1 ST Floor 4'Window Header Load and Span Diagram(lot To seek Pitch,harry,rat shown) 3,000 Other Into.: 2,500 Main Span,Le 4.0011 2.000 500 Main Span Max.Allowed Live Deg:L/- 480 0.10 in J�000 Main Span Max.Alowed Total Deg:L/ 460 =0.10In I soo Cantilever(Overhang)Exists?L 0 5150 0.5 1 1.5 2 25 3 3.5 Pitch if Sloped: 0,0:12 Load Duration oM im V -1,0 oa Spanm) Loads From Continuous Member? r1e Add Ser Wt.? •yes No For Wood and Press Treated? Wet Cond7 Temp Cond. Sawn Member Repetitive Use? Na .I GluLema Only:lr4m prey healed lnry �'un.u-1 I a Iex Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead ty,;,w Live Load Red'n? vas _7 Live,pat Doad,psf Width,It Load,plf Load,pg. Load,pg. Roof Loads(not including and" 16 pat 15 psf 15.00 R - 225.019ft Roof Snow(any) 25 psf 15.00 R 375.0 WIT 375.0 Ib/ft Deck Loads 60 psf 10 psf - - - Floor 2Loads - - Floor Loads 40 paf 24 Pat 30.00 It 1,200.0 WIT 1,200.0 lb/ft 720.0 MIT Wall Dead Load 12 psf 24,00 tt 288.0 Mft Other'psf bad and trib.Wtltll - - - Addilional'pM Unit.Live Loads Deecnp'n,opri Additional'plf Unif.Dead Loads. Descrip'n,olx'I Roof pitch for LL Red'n Beam type for LL Load Sublotals 1,575.0 Ib/ft 1,575.0 lb/fit 1,233.06/11 Red'n Total Adjusted Uniform Loads 1"d= 1,575.061ft v"b= 1,23301b/fl 0.0:12 "~he-, Combined Total Uniform Load % 2,008.0 Will 4x And Smeller(lumber) 6x And Larger Mmbersl Lumber Material l0orya,a 1.•n,-1•n., = T,n b,Material reLumber Grade rat/No.z . Timbor Grade No.I Acceptable Solutions Acceptable Solutions 14)2x to Jx 16 ante - - List properties for whet 1 (3)2 x 12 4 x 12 - size Iup6er? { ,12 Sit Wt=15.51 List properties for Fb=1020 Fv190 Fcp-625 E=1600000 SRWt•e.12 whatslze7 -1 Fu•1300 Fw170 Fep•625 E-1600000 Glued Laminated Members IGLBI UE Parallam PSL Glulam Grade ;„-,. - 1 3.112"x 9.114" 1 7-a 9.1/4- Acceptable Solutions 6.114"x 9-1/4" 311e"x7112" 61/2"x 6" S6M=18.5 List properties for List properties for what 3 1/2"x 7 112" 6 314"x 7 112" whet size? 7-.11 1/a' Fb•2800 Fv290 Fcp=750 E•2000000 size glulam? 511e"x 6" 8 314"x 9" -Love) T I Its V2 .n 7/8 ! Web . Fb=2400 Fv=265 Fcpa650 E-1800000 Fbt-1850 Seti Wt-36.4 Stiffeners? - 2.OE Mlcrollam LVL-Muni-ply List properties far whet 1.314"x hale" (3)1.3/4"x 7-1/4" - sla LVL? (2)1.3 -x 7414" 1 (4)1a14"x 6-112" - fA r 3y4'.flit/a- Fb-2600 Fv205 Fcp-750 E-2000000 Slf Wt•7.4 2.0E Mlcrollam LVL 1 55E Tlmber5trand t.SL List properties for what 1J/4"x 11-7/8" 6414"7e 7-114" - -LMt properties to - (3)t-314"x 9-172" size LVL? 3.112"x 7414" 7"x 5-1/2" what.in? 3.112"x 8-112" 1TO v n-7/e Fb•2800 Fv-285 Fcp=750 E-2000000 SR Wt=7.4 (3)1 3/4'.18 Fb=2325 Fv-310 Fcp-800 E=1550000 aw Final Member vc• easd Final Member Results Final Member:4 x 12,Douglas Fir- Bending Overdesign:2.1 i Material Library 1,"oowrron AB sues of Bean,Type Larch(North),No.1 I No.2 Shear Overdesign:67.0% Final Slxe' I4.12 . Deflection Overdesign:309.4% Mm,Bening Lengths;•2A fe,(Lett) ,•2.68 In.(Right) u.o condition.3a1ncted: Bearing Bucking Overdsgn:WA Vert DM(approx): DOOR True Length(approx): Final member OK by. 2.1% Actual Member Size:3.6o"x 11.26" 4.00 R Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case &acm x-dd r« Maximum -Left R,-Rial Max.Positive Moment:5,636 ft4b 2.00 R Main Span (Fla snenm„ Live Load: 3,15016 3,150 lb Max.Negative Moment 0 041, 0.00 a Main Span (Lateral bracing Dead Load: 2,486 lb 2.48616 Max Design Sheen 2,994!6 0.00 a _Mein Span Total Load: 6,636 lb 6,636 W Mein Span Max,Daronwairind0 014"/0.024" 2.00'/2.00' Main Main Live Case Causing Max WAWA Deflection(Live I Told) Main Span Max.UriyOtQ Dateceon 0.000"/0.000" 0.00'/0.00, Main/Main R,-Left R,-Riaht (Uvo I ToIA Live Load: 0lb 0lb Cant.Down Deg.(Live I Totall:WA WA WA ypa, 0.6 or 1.0 Dead: 1,491 It, 1,491 lb Cant.UL Defl.(Live I Total):WA WA WA Bond'ng ROW Net Reaction 1,480 lb 1,4001b Recfd El,Not Incl.90 Wl:1.617E+08 Actual El: 6.64E-06 g. Live Case Causing MITI WA WA Approx.Sell W.IgI 9.87 pit Approx.Tot.WL:391b Allowed Ma T: Mm.Cak'd B.adng Lenpha; •2.58 in(lea) •2.58 in(R1gM) 4,242 R 1 ST Floor 4'Window Header 81 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C:3NSRUCTIONCALC limportanC Top and bottom muse be Mere,supported al apporta and al,a mix Irdamb Dynamic loading not coraldered Conpla,tv4h 201518C AI dedgm e1pWd be checked by a conpatmd preleaeioral At users Wall comply With Stale Fsglrnerhlg Law.Inlay and I or dear,oan races from Improper ate or this produsl Job Name: Emory Lofts 2 ` Beam I.D.: Stair Headers Lead and Span Diagram(Not To scab Psch,Irery,oa diem) Other Info.: 1,600 1,000 Main Span,L= 9.50R Mein Span Max.Allowed Live Defl:L/ 4B0 o u Soo �n �� Main Span Max Allowed Total Deg:L/ 4801 0241n ; 0 Cantilever(Overhang)Exists?fa . S sae 1 2 3 4 L 7 8 9 10 Pitch If Sloped: 0.0:12 -I,000 Span(a) Load Duration (s.1 ro � Loads From Continuous Member? roe Add Self Wt.? yes Q No For Wood and Press Trealed4 Wet Condo Temp Cold. Savor Member Ropetltive Use?rho-� GWLems Only: Nkr yerlaaae ,r a 1- Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live UrWormDeed AVY,Live Load Red'n? Yes:-] Live,plif Dead, sf Width,fl Load,ps ' Load,ps. Load,pit. Roof Loads(not including snow) 18 et 15 sf - Roof Snow(only) 25 psf 0.00 n - Deck Loads 60 psf 10 net - Floor 2 Loads - Floor Loads 100 psf 24 psf 10.o0 ft 1,000.0 b/ft 1,000.0 Wit 240.0 Will Wall Dead Load 12 per Other'psf load and trib.width - Additional'plr Unif.Live Loads. Deccr'' o I•I Additional'pif Unif.Dead Loads.__oascr 'n o 1'I Roof pitch for LL Red'n Beam type for LL Load Subtotals 1,000.0 b/lt 1,000.0 b/fl 240.0 Wg Red'n Total Adjusted Uniform Loads WL= 1.000.0 b/fl wD= 240.0 big 0.0:12 Ak ilia,be4rm Combined Total Uniform Load wu= 1,240.0 b/ft 4x_And Smaller[Lumber[ 6x And LAroar(TI mbers) Lumber Material I Ddglas Fir L1r1h(North) . Tanber Material IL1eu�'4s Nr Larch INomo Lumber Grade INo.11No.2 . Timber Grade 1WI Acceptable Solutions Acceptable Solutions 12 x 12 6 x 14 14.14 List properties for what 6 x 12 16.16 size lumber? 10 x 12 SOVN=15.51 List properties Fb=1020 Fr-180 Fcp=625 E=1600000 S9 VN=8.12 for whot Welt '' Fb=1300 Fr-170 Fcp=625 E=1600000 Glued Laminated Memb9rs(GLBI 2.2E Parallam ESL Glulam Grade 24r.v4 N!Ax) 3.112"x I1.716" 7"x 9-1/2" Acceptable Solutions 6-1/4"x 11.114" 3 V6'x 13 2" 6 112"x 11 74" Ss Wl=18.5 Liss properties List propenles for what 3 112"x 13 t12" 6 3/4"x 10 1/2" forwhat size? r x 11 1" �_ Fb=2000 Fr--290 Fcp=750 E=2000000 size gWbm7 5118"x 11 7/8" 8 3/4"x 9 1/2" -Level TJI 1 2/8 �I Web Fb=2400 Fv=285 Fcp=650 E=18000DO Fb1=1850 Se8 W1=36.4 SWfencrsl - 2.0E Microllam LVL•Multi-ply List properties for what (3)1J/4"x 11-7/8" - - size LVL? (2)14/4"x 11-7I8" (4)1-314"x 9.1/2" - (2)13 /4"x 11 Y8 v Fb=2600 FVe285 Fcp=75o E=2000000 Sg Vvl=74 2.0E Microllam LVL 1.66E Timber (rand LSL List propenles for what 6-t14"x 11.7Is" List properties x 11.7/6" sl2s LYl? 3412"x 11-7/8" 1 7"x 9412" for what size, Fb=2600 Fv,e2115 Fcp=750 E=2000000 Ss VVI=7.4 (3)1 3/4-x Is- . Fb=2325 Fw 310 Fcp=800 E=1550000 #NIA Final Member Result Final Member .A'nswm20t tw •f Bending Overdesign:26.4% Final Member:3-712" x 77-7I8", Material Library Choose F o All Si-Of seem Type .l Microllam 2.0E LVL Shear Overdesign:67.7% Final Size: 3 112-x n r/a- . Deflection Overdesign:1.0% Mi..Bearing Length.:=2,27 M,(Lem ,=2.271n.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:NIA Vert Daf(approx): 0.00 it True Length(approx): Final member OK by: 1.0% Actual Member Size:3.60"xtt.ss" 9.60ft Controlling criteria is: Deflection Reactions Final Member Additions formation Ion Llve Casa m pFeckn neea r« Mnvums R,-Left @,;Riot! Max Posaive Moment:14,120 n-b 4.75 fl Main Span r,a so-emem Live Load: 4,750 b 4,750 lb Max Negative Moment:0114b Y 0.00 R Main!en #N/A Dead Load: 1,198 to 1,198 b Max Des n Sht ac 5,948 to 0.0011 Main Span Total Load: 6,94111111 6,948 It, Main Span Max Downward10.235" 4.75'/4.75' Mein/Main Live Case Causing Max N/A NIA Deflection(Live/Tolsf) Main Span Max Upward Deflection 0.000"10.000" 0-00'/0.00' Main/Main Minimums R.-Left R�,-Right (Live/Total) Live Load: 0 If 0 b Card.L)gAl Dell.(Live/Tolso:WA N/A N/A wros4o-er«'"., 0 6 or 1.0 Dead: 71 B 6 71B b Cara.UL Dort in I Tolalli WA NIANIA ae„mmg Redh: Net Reaction 604 Ib 684 b Req'd El,Not Incl.Seg Wl.:0.568E-08 Actual El: 9.76E+0g #NIA Live Case Causing Min N/A N/A Approx Ses Wexghl 12.20 pit Approx Tot,Wl.:1le lb Afloeed Maisel: Min,CoWd Setting Lengths =2.27 in(Ln11) =2.27 m(R Q hp aN/A Sleir Headers i i. 62 Bradley Engineering,Inc.811 Yew St.Bellingham,WA98229 Cj+vt RucTK3AlCntc e`�4' e �fffiHOfII2n01 de �•`"+e Invaded:Top erd bolloo,muel be MxJ/euwnw de,pporh antelMmu.MmM,Dpemk bedig no+cprnldere40•mpbo v 2015 BC N daelpne•hwAt be checked M•campxM prdeubd N uwn eldcampll vdh S+•le E�eerka Irx.HW nd I ardeaM1 wn mJ from enproperuae d1hY prodel. Job New* Emory Lola 2 Beam I.D.: Short Deck Bum Supporting Beam Lwd mtl epan geenm(N4 To scabach P ,very,not ehcml Other Injo.11 500 900 300 Main Span,L= JO OOR 2pe Main Span Max,Allowed Live Deft L/ d60 o.?.h tOD $ 0 Main Span Max.Allowed Total DeR:L/ 360 .LOoh y1m 5 10 15 20 25 35 Cantilever(Overhang)Exists?lJ -3DO d00 Pitch it Slopad: 0.0:12 400 Load Duration �m spas(a) In•1 W Loads From Continuous Member?!<^ Add Self WL4 ern e(1e PNe6TMONO Nbt Cmld? Terrp Cond. SAn'n 1A.r ,R.p.14M use?! _' GluLams Only Ma P•rIHaYA jw*,lain �l Undorm Loads Over Full Length OFMIedair Tributary Uniform Live a.dfi dU" thlerm O.ed Nl,w Live Load Redh? Live,Pat Mad, of WkNh,a Load,pit Loed,pit. Load,pit. Roof Loads(not Including 6-0 ) 16 of 15 e1 - - Roof Snow(ory25 Pat g0pn - Deck Loads 60 psf 10 J,.f - - Floor 2Loada - - Floor Los 40 sf 24 ri! 1433It 53.3 IbM 5331bM 320lbM WIII Dead Load^ 12 P41 Olher'psr load and trib.wall AdditionaPplr Unif.Lade Loads D.angn_aft Add'dlonal'pa Unit.Dead Load.. Roof pith for LL Redh Seem type for LL Ladd Subt01a1s 53.3lbM 53.311,1111 3201bM _ ReQb Total Adjusted Uniform Load. wL= 5331bM wa= 32.O Iblft 0.0 N :12 eeeeesea __ Comte»d Total Uniform Load wu= 353Wit COrl OMt0d(Point)Loads Tr It.Lerloth. ..Y.lra!4-a Live.Jbs QYtd-jh Point Lead A 25 psf 15 Ps/ - - - Point Load B xa s Pokn Load C Desodol cabon.4 2.177 lb 7,46810 xcs 20 25 R PoIng Load Daecdption,.0. xoa Point Load E Descdpticn,optlo x5 e Point Load F Oeecdglon,optio xr e Point Load G Deaellption,oplo e Point Load H Dmrlglon oosorwqxa a ea We Locsbon Meswred From Loa n Lumber Material V.1.( e 0- Tm1o.r Materiel Wgrpl+-us•,+w•• Lumber Grade I•.:,rote! .. Tktner Grade "c.l_ .I Alseolable Solutions AccaMabM SoMlom Zia/1 6 a 22 1 14.16 Dstproperd-forxfiH 1 a 11 list* .1.kndi .+ /.r) /0a11 SOVW--1551 Fb=1020 Fv=180 F.P•625 E=160D000 S6V0=8A2 11alM of Nr Fb•1300 F-170 FWSM E•Ie00000 2.2E Paraaarn PSL Gl14am Grade I 7"A/1" Acceptable Solutions 6.114"x A" 3 111"a 22 In' 6 tlr a l91)r l W Wopeten br Sit VT1 18.5 List popertise for what 3112"x 22112" 6 314"x 16" ehq y1.1 1.++11.' -l Fb=290D Fr-290 Fcp=750 E=2000000 .I..dulem? 31A"x 10112" 03/Pa 16" 14r.Iv/r• Web Fb•2400 Fv2'66 FW.M ET:3NKW IDI.1650 See VAe35.4 Stitfeners7 lb/preprtlesseek,st 1311d14"xl6" u an tw (4)1-3/4"x is" - 211-314 .11-7/6-' FwM00 h•246 Fcp•750 E=2000000 SRVt---7.4 List properties for what 6•II x1." �....-. 7etPrbd4Mis EO ........... . .lea LVL9 7"ate^ what size? 3 Vz.u14 Fb=21300 Fv--285 Fry.750 -I Fb=2325 F1310 FWW10 E-15MM IN' FLW MemMf (sw6e.e....• FNd Msn+ber Resuee Final Member:6 3/4"x 18",Glued Bening Overdeal9n:106.9X Materiel Library C-I-All Fan Ol U.m I- �I Laminated,24F-V4(DF/DF) Shear Overde.Ign:433.7% Final Size: 63/1.,a- Deflection Overdesign:15.9% M.6.arep Lwglh.:•1.60 K(L.M 1.5DIn.(Rlehe Use conmuons selected: Bearing/Buckling Overdsgn:N/A Vert DO ja pros): 0.00 a hue Length(.Ws): Final member OK by: 16.0% Actual Mero.i 41as:6314".W 3O.Oon Controlling criteria its: DeMction sec done FinalMem er dnlone Orma�lon Location Live CawMilarame R•-LeR Hr=610h1 Max.PoelSve M:••.ent]_6,408 A4b _ 20.25it M.inSW Live Load: 1,5081b 2.26916 Ms.Nor"Moment f044 0)OOa Mead S4vm Dead Load: 1,412to 1,9261b 3W D Sh-4.OQ2! 28.111a 1µt Total Load: 2,9191b 4,10611, Maln Spen Mex 0.487'10.863" 1519D'I 15,90 Main Main Live Ceu C...ing Ms. N/A N/A MeecamlWe/TOW) 01ae.Span Max JoAerd Deflection 0.000'I0.000" O,D0I0.00' Meln/Main LL.,- RiLel jx.-FAM (Lade/TOW Live Load: 0lb 0lb Cer►hM0.111(Moe/T."WA WA r0A 06 or 1.0 Dead: S471b 1155 lb _Csg yQ,_04}(LYee/Total)1#6/ _µA N/A e.nmo Reds: Net Reaction 57411, 863 Is Regd El,Not hid.Se"M 4.644E400 Actual El: 5.90E.09 3M Lt.Case Ceudnp Min N/A N/A Ppprox Ss111'b:pht 7e27 pit Approx TcL NA.:9081b A.wedM-1. Bart caldd ese L •0.6tN0.00 096 in( 0 16oA/e no Short Deck Beem Supporting Beam i f -1 83 Bradley Engineering,Inc.811 Yew St Bellingham,WA 98229 I!)P➢[Ib.:Tend bohom mwl be We,W•uaem.a r-1W.rr r M nm Hervey DI-k belle .1,.16 so. N decbw elro,Ae be eheeNedM awmPel•rPd•.-Mweep eheAcanpy-slreE,ebwee lax hlev ell/w deal,een-uh rmm an'm uur 1.potluck, Job Name: Emory Lofts Beam".1 Short Deck Beam Header Load and Span Diagram Mr To here Pkh.I",miel,wn) Olhar Info.: 2.000 1,500 Main Span,L= 6.50 ft 1,000 Mein Span Max.Allowed Live Dail:L/ olab 5g0 Main Span Max.Mowed Total Dell:L/ 450 •Drab y Cantilever(Overhang)Exists? 9 0 ( g) No . 4ioo 1 z 3 4 s 7 Plich if Sbped: 0.0:12 -t,alw twarl In) Load Duration ue4 Loads From Continuous Member?N, AdII Sefl WL? ie ves a Ill I For Wood end Prees Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use?IN, Glul-arm;Only:INeI pits voted I .-.I a w. ^� Uniform Loads OverL�Full Length of Member Tributary Uniform Live Reduced Uve Uniform Deed AAon Lve Load Red'n? r.. J LNe d Deadpot Width.R Load,pti Lead,pit. Load,plf. Roof Loads(not including snow) 18 f 15 Psf - - - RoolSnow(oNy) 25 f 0,00ft Deck Los cis 6D r 10 pof - - - Floor 2 Loads . Floor Loads 4a 1 24 psi 15.00ft 6000 Wit 600.0 Wit 3600 Will Well Dead Load 12 pf - Other'psf load and trib.wdih - - Additional'plr Unit Llve Losda,�__O.c _prt Additional'plF Unif.Deed Loadf.� Msrlpn wtt Roof pitch for LL Red'n Beam type for LL Load Subtolels 6000 Wit 600 0lbi t 360.0 kbdt Radn Total Adjusted Uniform Loads wv. 600.0 Wit wp- 3600lb/ft 0.0:12 Au amn xaml Conbined Total Uniform Load w,1- 960.0" Partial Uniform Loads On Main Span Only Live Load-nt Dead Load.Del T,,Wlsly wldlh. Livc Loed,91! Dead Lood,90 C9mb'd Load,MI Sted Point.ft. End Polnl.n. Penial Load A 40 f 24 f 8.00 ft 240.0 Nit 144.0lb/tt 384 0 Wit 0.00 A 2,75 0 Partial Load B 12 f 20.00 X 240 0IbM 24001bR1 0.00 A 2.75 ft Peltiof Load C 25 1 15 f B.00 ft 1SO.DIOnt 90.0Ism 24001b/h 0.000 2.75 a Partial Load D I - Partial Load E - Me Sun and Ent Point,Measured From left Su m Sx And Lansr iTimbers) Lumber Material �Dow',IF,Lnm 04,th) Timber Material paywA. k-N isoav Lumber Grade No 1/W z = Timber Grade w 1 .� Acceptable Solutions Aepephi Solutions ♦2s12 5x10 Ustproperbeeforwhat Masts 1 4s14 Sae size lumber? I0•1z� ltlslo Ij Sff Wt=1551 Fb=1020 Fv=180 Fcp-625 E=160000D SX Wl--812 LptvAeat pmpeiouN.'Ir s•12 Fb=1300 Fv--170 Fcp�25 E=160D000 2.2E Palullam PSL Glllam Grade :e ov;v, .I1 3.112"x 9.1/4- 7"x 9-1t4" Acceptable SalulioM I i•114"a 9.1rd' 314"xe" I 51n"x7 fir Sti Wt=185 List properties Nor List properties forwhat 3 IQ"x9" 63/4"x71n r.rr'w• " "size? eI Fb=2900 Fv-290 Fcp=750 E=2000n00 a¢e gldem7 61/8"x7112" 5314"x9" o o TJ •n 74 Web - Fb=2400 Fv=265 FCD=650 E=180000D Fbr1850 SOWI-364 Stiffeners? 2.OE Mlero114m LVL•Mu111-p1v -J Us[Voiced..to,MW 1JI4"x 11.7/8" (9)1�14"x 7-114" _a¢yLVA7 12)1.3/4".9412" (4)IJI4"x 7-1/4" - 1114.1'711 Fb=2600 Fv=285 rcp+7SO E=1000000 SX Wt=7.4 2.0E Microfilm LVL 1.55E Tirnbor5trand LSL List properties for what 1�d"xtt-7nl" 5.114"x7l." I3/4"x14" (3)131d"R size LVL? 3.1. x9-In" 7"x7-tl4" what at"? 3-12"x942" .1v Fb=2600 Fv285 Fcp=750 E--2000000 SlfWt=7 4 •, Fb=2325 Fv-310 Fcp=800 E=1550000 a\' Final Member u!tmll•m 21x Lit Fklal MamberRnuXs Final Member:1J/4" x 14", Bandngovardeaign:76.5% Material Library .nosen_M Sues 01 Beam Tr - Microllam 2.0E LVL Shear Overdeslg1:61.6% Final Size: Deflection Overdesign:149.9% Mn.Bearing lengths: 3.621n.(Left) 2.78 In.(RIghO Us.Condlllons 111s1e9ted: Bearing/Buckling Overdsgl:WA vM De 14VMx.s1' 0.00 If True Length(apprm): Final memo rOK by:61.5% A0ue1sMlb.r su.:1.7 S'x Ism- 8.50n Controlling criteria is:Shear Reactions Final Number AddXb m nal lnlolatb ILve n Locasm Case 3la Mum RiLett Rc 9 Mu Pwity.Moment�6,871 114b 2.73 it Main Span Live Load: 2,796 to 2,177lb Ma hk save Moment 0ft4b aoaft Main Span NWA Dead Load: 2,22116 1,469Ib MmtD"nSMr 6,016 Ns 0.000 M`m=_ Told Load: 5.01616 3,646 lb Mean Spent Mist.Downward!DsOecWn 0 030"/0.065" 3.1 B'/3.11. Main/Main Live Cane Causing Max WA WA (lMs I Tptll Man Span Mex.LillaaLO D4fNcbon 0000"/0,000" 6.50'/6.50' Main/Main mnimuna R.-Left R,-Ro Wvo ITOW Live Load: ON, O lb Cam Qm 000(Uw/totall.WA WA WA 06 or 1.0 Dead: 1,3331b 01Ib CrR an wvo)Told:WA PA WA seed.Wade Net Reaction 1,319 so 1167 kb Req'd EI,Not Ind S0WL'.3.183E+08 Actual El: 6.00E+08 8WA Live Case Coming Min WA WA Approx.Self W.94 7.10 plf Approx.Tot WL:461b Aa,ead Mwnam Mn Caltd Be Le .3.821n(Loft) -2.7an 6WA Shod Deck Beam Header 84 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C_-MSl RLICTIONCALc .�`+ f"°•,�e� llroonent:Top ant boltwn met be I lerat/wpportad a1 wipf a aM a14-fl-IAerwh,Di neMc bedln fi not-oldered Conpdad M1,2015111C. Al dedgm dauld be checked by a oonpelerd professional Al W re armed con"WON State Engineering dew.Ir#"end/or death can re"from Improper use of IN,product Job Nam": Emory Lofts 2 �- Beam 1.0.: Roof Framing Rig!Beam Load and Span Diagram(Not To Seee each,nary,not worn) eo0 Other info.] 800 Main Span,L= 17.50 k 400 Mein Span Max.Allowed Live Dell:L/ 360 a,sa 1n 1200 Main Span Max Allowed Total Deli:L/ 240. =0881n y 0 Cantilever(Overhang)E.scs7 rvo • 200 2 4 6 e 10 12 14 16 1e 20 Pitch if Sloped: 0.0:12 400 Load Duration Ll.ao • -600 Span(ft) I Loads From Continuous Member? No Add Self WI.? yea O rvp Far Wood elxl press Treated? Wet Cond? Temp Cond. _ Sawn Member Repetitive Use? I N. l Glul-ams Only: rlol,ee 1 vawad • Dry w 100 des,F a less + Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead :•a.w two Load Red'n? Live,pal Dead, sf Width,ft Load,pN Load,p0. Load,pit. Roof Loads(not including snow) 16 sf 15 sf 15.25 k - 228.8 b/ft Roof Snow(only) 25 sf 15.25 it 381.3 Ibt t 381.3 b/ft Deck Loads 60 sf 10 Pat - - - Floor 2Loads - - - Floor Loads 40 sf 24 p3f - - Well Dead Load�=escr-m 12 sf Other'psf load and tnb.width - Additional'plf Unif.Live Loads.Add'Itlonal'plf Unif.Dead Loads. Roof pitch for LL Red'n Beam type for LL Load Subtotals 381.3 lb/ft 381.3 Wit 228.8 b/k Red'n Total Adjusted Uniform Loads w'L= 381.3 lb/k wo= 228.8 Wit 0.0:12 .4hn beams Combined Total Uniform Load wu= e10.01b/fl 4x And Smaller tLumber) Sit And Lamer Rtmbars) Lumber Material I/b.,yx M-La¢hrsLNe4 Timber Material Dw,g11f14 Lumber Grade I No I I No z . Tunber Grad. No.I Acceptable Solutions Acceptable Solutions 12 x 14 6xis 14 If 14 List properties for what axis 16 x 16 size lumber? 4 x Iz' + 10 x 14 Sit W1=15." List properties Fb=1020 Fve180 Fcp=625 E=1600000 S6VN=8.12 lar 7 6xl2• +� Fba1300 Fv=170 Fcp=825 E=1e00000 (clued Laminated M4tmbers IGLB) 2,2E Parallafn PSL Glulam Grade F24F.v,lufnx, .I3.112•'x 14" 1 7"a 11-1/4" Acceptable Solutions a•1M"x 14" 3 Ira"x A" 51r2"x 13 1112" List properties S9 Wl=properties10.5 List properties forwhal 3 1/2"x is" 6 3/4"x 11 7/8" forwhat size? I r '11_V4 + Fb--2000 Fv=290 Fcp-750 E-2000000 size glulam? 6 1/8"It 13 1/2" a 3/4"x 11 7/6" -Level.TJ Isvzxnz/e"• +I Web Fb=2400 Fv--265 Fcp-650 E=1800000 Fb1=1850 Sag VN=36.4 Stiffeners? 2.29 ollamLVL-Multi• I k +� List properties forwhal (11)1-3/4"x 14" size LVL7 (2)1.314"x 14" 1(4)1.7/4"It 11-7I8" - vrr l(a 1117/6-• Fb=2600 Fv=-285 Fcp=75o E=2000000 Slf VN=7.4 2.0E Microllam LVL 1.55E TimberStran LSL List properties iorwhal List pro c a 14 x 14" - (3)1.2141 x 14" - e size LV_L7 3.112"x 14" 7"x 11.716" p forwhel slze7 3-112"x 16" Y uz a n IM _' Fb=2600 Fr-285 Fcp=76D E=2000000 SN WI=7.4 �(3)1 3/4 x 1a Fb=2325 Fr-310 Fcp=800 E=1550000 NN/A Final Member Results Final Member emMlam�naled _I Bending Overdeslgn:25.0% Final Member:3 1/2"x 76",Glued Material Library 0.-issues All Sher Of Bea,Type •I Laminated,24F-V4(DF/DF) Shear Overdesign:113.8% Final Size: 3112 x 16- .I Deflection Overdesign:42.9% Mln,B-Ing Lesnglha:-2.40 In.(Left) .=2.40 In.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:NIA Vert Dlff(appro.): 0.00 it True Length(approx): Final member OK by: 25.0% W-1 Ii sue.3 112"x 16" 117.51111 it Controlling criteria is: Bending Reactions Final Member Additional inforiniation Locatlon Lim g.cwewudrm Memmums R-Le Lefi R,-Rlp! Max Posuve Moment:23,656114h 8.75 If Main Span Live Load: 3.336 to 3.336 lb Max Negative Moment:0 ft•t, 0.00" Main Span Lateral bracing Dead Load: 2,124b 2,124lb Max Desl Shear:4,628b 0.00 it Mains an Total Load: 6,4601) 6,460 b Main Span Max Downward Live Case Causing Max NIA N/A Deflection(Lhre/Total) 0.374" 8.75'/6.75' Main/Main /Mein Main Span Max Upward Deflectlotl 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Lek R,-Right (Live I Total) Live Load: 0 b 0 as _Cant.j2=Deff.(Uve/Total):WA N/A N/A nAlf.;-�dM-t 0.6 or 1.0 Dead: 1,274In 1,274b _ Cant Ug .k(LIII/Tote:NlA N/A _ N/A Net Reaction 1,201b 1,201b Ri El,Not Incl.S"9 Wl.;1.471E+09 Actual EI 2,15E+09Live Case Causing Min WA N/A Approx Sea VVii 13.95 pit Appro.Tot.WI.:2"b a 2A0 In Lek a 2.40 in !)Roof Framing Rig!Beam J I L, r 85 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CC, �Sl auc TIONC Al,c ,0 l6tll dmd!Top eM boon r ba lateral/wpporLd at nppw ,m at 4.n r Irtemb 0 aMc badlnp no cone deretl Coapl arr vAgh xa15IBC. Al designs almM be chmI d by a c rpatenl prareaaorel At were slut comply Wb)Stele Engineering Lm..Iry.y and/or death can real from Improper use of this produ L Job Name: Emory Lo��J Beam I.D.: Roof Framing Load and Span Diagram(Not To scale Pitch,lrary,ncl�) do.:Other Il eta s0o Main Span,L= 17.75 tt 400 Main Span Max Allowed Live Deg:L/ 360 0 ss In 1200 Main Span Max Allowed Total Defl:L/t O 0.89In 3 0 Cantilever(Overhang)Et0ata9 -200 2 4 6 8 10 12 14 16 �a Pilch if Sloped: 0.0:12 400 Load Duration tire:100 V Goo Span(n) Loads From Continuous Member? No V Add S91fWt.? vet No PressTreeled? WetCond? TempCond. � Far Wood end _ Sawn Member Repetitive Use?l'"" 'I Glul-ams Only: Hottest uwm 7 t01a4 r a lMs Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Unaonrl A,arvr Live Load Recta? vet • Live,pill Dead,psf Width,ft Load,pa Load.pit. Load,pit. Roof Loads(not including snow)M403f 15 sf 15.25 ft - - 228.8 b/fl Roof Snow(only) 15.25 a 381.3 bill 301 alb/fl - Deck Loads 10 sf - - Floor 2 Loads - - Floor Loads 24 psf Wall Dead Load 12 psf Other'psr load and trib.width - Additional'plf Unif.Live Loads. Dascrl'n,o t'l: Additional'plr Unif.Dead Loads._Descri'n,o t'I: Roof pitch for LL Red'n Beam type for LL Load Subtotals 301.3 Iblft 381.3 b/fl 228.8 6/g Red'n Total Adjusted Uniform Loads WL= 381.31b/ft `Mo= 228 B b/fl 0.0:12 4salnerbcama Combined Total Uniform Load wu= eio.oh1t 41tAnd Sma114trtf umbel 6x And Lager(Timbers) Lumber Material f Douglas fa-Lath(North) Timber Material 0ouglaa Fih-Lah[h(Noah) Lumber Grade IN.-11N.2 .I Timber Grade I No.I J Acceptable Solutions Acceptable Solutions 12x14 axis 14x14 Llsl properties forwhat axis i6 x i6 size lumber? ,,, I 10 x 14 Sit Wt=15.51 List properties Fb=1020 Fv=180 Fcp=625 E=1600000 Sa VN=B.12 forestal sire? Fbo1300 Fr-170 Fcp=625 E=1800000 Glued Laminated Members(GL81 2.2E Parallem PSL Glulam Grade ?e,.ve(uF/pq . 3-112"x IV' 7"x 11•1114" Acceptable Solutions 6•114"x 14" 3 118"x 16" 61/2"x 13 112` Ss vN=18.5 List properties List properties forwhat 3 1/2"x 16" 6 3/4"x 11 716" for what size? I r "r''4 Fb=2900 Fv--290 Fcp-750 E=200D000 size glulam? 6 116"x 13 1/2" 6 3/4"x 11 7/8" -Level TJl lsvl ,:trn , .1 Web - Fb=2400 Fv=265 Fcp=650 E=1800000 Fbt=1850 Sea W1=36.4 Sttieners7 - Icr*11aV3 LVL• u t- List properties forwhal (3)1-31, x size LVL? (2)1.114"x IS" I(4)I V4"x II.7/6" - RI 1 3/4•.11 3/6- Fb=2600 Fr-2B5 Fcp=750 E-2000000 S01M=7.4 2.0E Mlcrollam LVL 1.55E ThmberStra_nd LSL List properties for what 6-114"x 14" List propenles (3)1-3/4"x 14" size LVL7 34/2"x IS" 7"x 11-7/8" forwhat size? 3412"x IS" r v?•xn.//a• Fb=2600 Fr-285 Fcp=750 E=200000D Sal[=7.4 [t:1-3/4-.18 Fb=2325 Fv=310 Fep-909 E=1550000 NN/A Final MombeResults Final Member Wvea Lamin.,Iaa Bending Oyerdrirslgn:21.6'/. Final Member:3 112"x 16",Glued Material Library Choose ham All We&0101-1,a. J Laminated,24F-V4(DFIDF) Shear Overdesign:110.2% Final Size: 1 In.ta- .l Deflection Overdesign:36.9% Min.Bearing Lengths:a 2A3 K OM) ,-2.43 In.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert DIM(approx): 0.00 n True Length(approx): Final member OK by: 21.6% Actual M-b-f SU-:3 tt2"x its" 17.76 n Controlling criteria Is: Bending Reactions Final Member Additional Information Locellon Llvo Case ararmnla2f.•e Ma✓90BluI R,-Lefl jR,-Rich t Max Po681ve Moment:24.573 a b 8.88 fl Main Span Live Load: 3,384lb 3,384 lb Max Negative Moment:0 flab 0.00 a Main Span Lateral bracing Deed Land: 2,154 b 2,1541) Max Oedpn Slay.4.706 b 0.00 fit Main Span Total Load: 6,638 to 6,638 b Main Span Max Dommard Live Case Causing Max N/A N/A Deflection(Live I Total) 0.398"I O.B4B" B.BB'I B.BB' Main/Main /Mein Main Span Max Umad Deflection MinimumsR,-Left ,- h (Live I Totaq O'0D0"10.000" 17.75'/17.75' Meln/Mein Livo Load: 0 b 0 b Card.02.1MI,Dell.(Live/Tolali:NIA N/A N/A two"a- 0.6 or 1.0 Dead: 1,292 b 1,292 6 _ Cara.kg Rog.(Lim 1 Tole:N/A NIA N/A B.&WRedh' Net Reaction 1,215 to 1,210 b Req'd El,Not Inct.Sea Vol.:1.535E+09 Actual El: 2.15E+09 44% Live Case Causing Min N/A N/A Approx Sea Wolpht:13.05 pit Approx.Tot.Wl.:248 b Anooed Mammy: Min.Celc'd Bearing Lengths a 2.43 in eft =2,43 In(RIQhQ 29.552 a-lb Roof Framing left Beam I 86 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C. NS1 RUCTIONCA1 C InCrortAnt'Top and boeom mud be Merely wpported el a ppork end al oft mar,IMen k,Dyneidc loading not comWaed Comprarl wm 2M 51 BC. Al ded,r,e should be cMcked by a colrpeleM pofeWonal.Al ueere ahal corryy Wlh elate Englrwerlrg law.Iryvy and/or dash can real from Improper use of No protlucL Job Name: Emory Lofts 2 ` Beam I.D.: Roof Framing 6'Window Header Load and Span Diagram(riot To Seek Phch,Hart',not shown) Other lnfo.:l 8000 70 600 Main Span,L= 6.00 n so0 400 Main Span Max Allowed Live Defl:L/ 460 0151n 300 Main Span Max Allowed Total Dail:L/�=:,,in in $2011 J 100 Cantilever(Overhang)E fists? -100 1 2 3 4 5 7 Pitch if Sloped: 0.0:/2 -200 -300 span(ft) Load Duration Lw:1oo Loads From Continuous Member? 2Ao Add Self Wt.? Syes Q No Far Wood end Press Treated? Wet Cond7 Temp Cond. Sawn Member Repetitive Use? INo .I GluLams Only: t-,:,1-11-11.10 oy Igo deg F&kss Uniform Loads Over Full Length of Malabar Tributary Uniform Live Reduced Live Uniform Dead Allow Live Load Red'n? Ym Live,pat Dead,pat Width,it Load,plf Load,pir Load,plf. Roof Loads(not including snow) 16 of 15 sf 15.50 fl - 232.5 WillRoof Snow(only) 25 psf 1S.S0 n 387.5 lb/ft 387.5 Wit - Deck Loads 60 Psf 10 pat - Floor 2 Loads Floor Loads 40 psf 24 psf - - - Wall Dead Load 12 psf 4,00 ft 48.0 bill Olher'psf load and trill.width - - Additional'pif Unlf.Live Loads. Descrip'n,oprl Additional'plf Unif.Dead Loads. Descr'n t't Roof pilch for LL Red'n Beam type for U. Load Subtotals 387.5 lb/ft 387.6 lb/ft 280.5 6/ft Red'n Total Adjusted Uniform Loads wL= 387.5 lb/fl WD= 280.5 lb/ft 0.0:12 +olhei beams . Combined Total Uniform Load wu= 668.0 lb/ft 4xAnd Smaller(Lumbml lox And Larger(Tlmbersl Lumber Material 104.r=rmp2em; . Ttm0er Material Lumber Grade IN.I IN.,2 Timber Grade 1. Acceptable Solutions Acceptable Solutions (4)2x8 (2)2x 10 3x12 exit List properties for what (3)2 x 8 4 x io size lumber? 4 s ut2 S6 VN=15.51 List properties Fb=1020 Fv-180 Fcp=625 E=1600000 SBNR=8-12 for wtol 517"? Ftr1300 Fv-170 Fcp=625 E=1600000 Glued Laminated Membero 1GLB) 2.2E Parallam PSL Glulam Grade z4F-v4,urae; 4412"x 9-V4" 7"x 9AA" Acceptable Solutions "V x 9.114" 3 1M"x 7 11r s yr x 6" By Wt=18.5 List propenles Llsl properties for whet 3 1/2"x 71/2^ 6 314"x 11/2" for what size? 7•��F/+ Fb=2900 Fv-2B0 Fcp=75D E=2000000 size glulam71 6 1I8"x 8" 1 8 3/1"x 8" 1-Umel.Tit n 718' -1 Web Fb=2400 Fv-265 Fcp=650 E=1800000 Fb1=1B50 Self 1M=36.4 Stiffeners? OEMlcr amLVL-Multi• I List properties forwhal tag"x 9•v2" (3)1-3/4"x size LVL7 (2)1J14"x 74/4" 1 (4)1.314"x s-112" - 314 ' V8 Fb=2600 Fv-285 FW760 E=2000000 Slf VA-7.4 LOE Micro m V 1,55E T ber5trand LSL List properties far what 1-3/4"x 8-112" 6-114"x 6-112" List properties 1-3/4"x 9-112" (3)1J14"x B-112" sAxe LVL? 3-1/2"x 74/4" 1 7"x 6.112" 1 forwhat size? 3-1/2"x 9412" .III"_ Fb=2600 Fv=285 Fcp=750 E=2000000 S6 W=7.4 I:1.I v+ x le- _ Fb-2325 Fv=310 Fcp-800 E-1550000 at1.'A Final Member Results Final Member -wood Bending Overdesign:39.4% Final Member:4 x 10,Douglas Fir- Material Library „wnrnoa Aaluaaaa aaq,. I Larch(North),No.1 I No.2 Shear Overdesign:157.8% Final Size: e e 10 .1 Deflection Overdesign:181.0% Min.Bearing Lengths:-1.50 in.(Left) .=1.60 in.(Right) Uso Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert DIM(approx): 0.00 ft True Length(approx): Final member OK by: 39.4% Actual Member Size:3.50"a 9.26" 6.00 it Controlling cdteda is: Bending Reactions Final Member Additional Information ocalo Live Case &seal node Fa (yjawiner R,-Left R,-RkiN Max Positive Moment,3,043 A-b 3.00 it Main Span FA srman Live Load: 1,163 b 1.163 lb A Max Negative Moment.0114b 0.0011 Main Span Lateral bracing Dead Load: 866 b Bolo 6 Max Design Shear:1.SD7 b 0.0011 Main Span Total Load: 2,028 Ib 2,028 lb Main Span Max Downward0.031"/0.053" 3.00'/3.00' Mein I Meln Live Case Causing Max N/A N/A Deflection(Live/TolaO Main Span Max Upward Deflection 0.000"I0.000" 0.00'/0.00' Mein I Meln Minimums R,-Left R,•Ri hl (Live/ToleO Live Load: 0 b 0 to Cant.29)79,Dell.aiae ITWO:NIA N/A N/A We 0.6 or 1.0 Dead: A b 520b Cara U%DMl(�lya/To1M:N/A �----TN/A _ NIA aandav RWh: Net Reaction 606lb 6061b Raq'd El,Not Incl,Self Val.:I.299E•O8 Actual El: 3.69E+08 0% Live Case Cawing Min N/A N/A Approx Self WegN:8.11 plf Approx Tot.Val.:49 lb Allowed Moment: Min.Cak'd BoarorX1 Le tn: -0.03 in(Leto 0.93 in(R re) Z823 fi-lb Framing 6'Window Header i 87 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C-l"NSI RUC I IONCAt c k�rt&nt:Top,it borom met be ateray wpported M npporle and at 4-6 max id-la.Dynamic loading not comldered.Compass xsh 20151BC. AN deelgm should be checked by a compelerd professional Al users Was compy Wth State Erglneering lax.Iryury and/or dealh can m W from Improper use of ads podmL Job Name: Emory Lofts II Beam I.D.: Gazebo Rafters Load and Span Diagram(rot To scale.Poch,any,W 9~) 100 Other lnfo.:1 eD Main Span,L- 10.00 ft 60 40 Main Span Max.Allowed Live Dell:L/ 240 050In 20 Main Span Max.Allowed Total Deg:L/ 240 •05oin e D Cantilever(Overhang)Exists? No -zD 2 4 s e i2 Pilch if Sloped: 0.0:12 -00 j Load Duration Lrve:1o0 � �D Span[ft) Loads From Continuous Member? m. Add Self M.? yes Ono Far Wood end press Treated? Wet Cgnd4 Temp Cond. Sawn Member Repetitive Use? no . Glul-ams Only: I! w 100 day r s less Unifor m Loads Over Full Length of Member Tributary Uniform Live Reduced Uve UniformOOM l,a,w Live Load Red'n? Yes Live.psf Dead,pat Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 18 Pat 15 PsI 2 00 ft - - 30.0 b/ft Roof Snow(only) 25 pet 2.00 ti 50.0 b/ft 50.0 lb/ft - Deck Loads 60 psf 10 Dsf Floor 2 Loads - Floor Loads 40 psf 10 psf - - - Wall Dead Load 10 per - Olher'psf load and tnb.vAdth - Additional'plr Unit.Live Loads. D.saip' t'1 Additional'plr Unit.Dead Loads. Desp 'a o ft Roof pitch for U.Red'n Beam type for LL Load Subtotals 50.0 lb/ft 50.0 b/fl 30.0 lb/ft Red'n Total Adjusted Uniform Loads WL= 50.0 Wit wo= 30.0 6/fl 0.0:12 An_i-5aa",: Combined Total Uniform Load w'ua 60.0 b/11 4x And Smaller('Lumbar) k And Larger Mifli atnl Lumber Material l".Fir'_h14'.1; .I Timber Material pp,�a,lb tar,h(rh ) -:_1I Lumber Grade No 1/No.7 . Timber Grade No.1 J Acceptable Solutions Acceptable Solutions 2xa (412xe - (2)2x8 3x6 List properties for what (3)2 x 6 4 z 8 size lumber? Slf W1=15.51 List properties - Fa1020 Fv--180 Fcp=625 E=1600000 Slf Vv1=8.12 for what siu7 s a u I Fb=1300 Fv=170 Fcp=625 E=1600000 Glued Laminated Members(GLB) 2 2E Perallam PSL Glulam Grade z4r-y4(Or/0f) =I 3.112"x 9-/N- T•x 9.1 r4" Acceptable Solutions 5.1/4-x 0.114" 3 1/6-x 6" 6 1/2"x 6" Slf W1=10.5 List propedles List properties for what 3 1l2"x 6" 6314"x 7112" forwhat size? L _ Fb=2900 Fr-290 Fcp=750 E=2000000 size glulem7 1 6 1/8"x 6" 8 3/4"x 9" I-Level TJ .11 7/8 Web 11-718"TJI I L65 9412"TJI 110 Fb=2400 Fv-265 Fcp=650 E=1800000 Fb1=1050 Self WI=3e.4 Stiffeners? 16"TJI I L86 9412"TJ1210 2.0E Microllam LVL•Multi-ply 16"TJI I L90 94/2"TJI 230 List properties for what 1-3w-x i;4/2" 13)1.3/4"x 5-1/2" 14"TJI H90 11.718"TJI 360 (2)1l-V4"x54/2" I (4)1-314"x S412" Fb=2600 Fr-285 icy=75D E=2000000 89 W1=7A 2.0E Microllam LVL 1.55E Timbo,Sirnnd LSL List properties for what 1-3/4"x 54/2" 6-114"x 6-112" List properties 1,I4"x 9.1/2" I ti 1-4"x!)412" size LVL7 3-1I2"x 6412" 7"x 6.112" forwhat size? 3412"x 94/2" Fb=2600 Fv=--285 Fcp=750 E=2000000 Slf W1=7.4 I(3)1314 .Is- Fb=2325 Fv--310 Fcp-800 E=1550000 4NIA Final Member Results Final Member So„,wood BendingOverdesign:8.0% Final Member:2 x 8,Douglas Fir- Material Library Cho-F-Au9teiOfEcam7ype �I Larch(North),No.I I No.2 Shear Overdesign:258.9% Final Size: Deflection Overdesign:104.7% Min.Bearing Lengths:=1.60 h f1✓nq .=1.60 In.fRW+d) Use Conditions Selected: Bearing/Buckling Overdsgn:NIA Vert Di f(approx): 0.00 ft True Length(approx): Final member OK by: 8.0% A.n„i M.m4,er sue:1.60"x 1.26" 10.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Llw Case Vackia Baer. Maxi wrus R,-Left $i-Rials Max Poskrve Momem:1.034114b 5.00if Main Span Live Load: 250 b 250 b Max Negawe Moment,0 n•b 0.00 ft Mein Span Lateral bracing Deed Load: 184 L 194 6 _ Marcae-Or Shear:364 b 0.00 It Main Span Total 4 lb4 b Main Span Max Dowirevand MaxN/ NI Live Case Causing Ma NIA NIA Deflection(Live/Totsq 0.148"/0.244" 5.00'/5.00, Main/Main _ Main Span Max Upward Dalbclion 0.000"/0.000" 0.00'/0.00, Mein I Main Minimums R.-Lail R,-Right (Live ITo1a0 Live Load: 0 b 0 b Card.22M Dell.(Uw ITalmo:N/A N/A N/A wro lse.r.rrea: 0.6 or 1.0 Dead: ye lb B4Jp Csr%.U&DofL L ve/ToU:N/A NIA NIA B.,fi gRedn: Net Reaction 90 Ib 90 b Req'd El,Not Incl.Self Wa.:3.000E-07 Actual El: 7.62E*07 0% Live Case Ceasing Min N/A N/A Approx.Self Weight:2.72 plf Approx Tot.Wt.:27 lb Aueaad Me anl: Mln.Cak'd Bean Le rs: =O,M fn Len =0.411n ht 1,117 ft- Gazebo Rafters ■ � + _ + I II �I I . .,, 88 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 Cs S RLICTIONCALC Important:Top am bottom mux b bler*wpported el n pporb and a 4.fl rrea.Into-la Dy.M.Wing n t coraldered.C-0.1 calm 2015111C, AI d.agia.hc�H be checked by a corrq tent prolmolonaL Al usera steal comply wth stale Engineering Lm npy and 7 or daeN can reaul from Irryroper use of Us product. Job Name: Emory Lofts II ` ` ` Beam I.D.: Gazebo Beams Load and Span Diagram Obi To scale Poch,gory,W elm) 500 Otherfnro.: 400 Main Span,L= 6.00fl 300 Main Span Max.Allowed Live Defl:L/ 480 020m P. Main Span Max Allowed Total Deft:L/(_ 480 •a... g 100 Cantilever(Overhang)Exists?'No . J 0 1 2 3 4 5 8 7 9 100 Pitch if Sloped: D.D:i2 -200 Span(ft) Load Duration Loads From Continuous Member? H. Add Self Wt-7 eye, 0._ ForWoodand Press Treated? Wet Cond? Temp Cond. _ Sewn Member Repetitive Use? I ., Glul-ams Only: h.L..0 pNNd •I Dry 7 1.deg l&lee: . Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live uniform Dead Sow Live Load Red'n? ' J Live,pat Dead,pal Width,ft Load,plf Load,plf. Load,pit. Roof Loads(not including MOW) 16 sf 15 sf 10.00 fl - 150.0 Wit Roof Snow(only) 25 psf 10.00 it 250.0 lb/ft 250.0 lb/ft Deck Loads 60 PSI 10 psf - - Floor 2 Loads - Floor Loads 4D psf 10 psf - - - Well Dead Load 10 of - Other'psr load and trib.width - Additional'plf Unlf Live Loads._Oascrlp'n o rI Addllional'plr Unif.Dead Loads._Dears '. t'I Roof pitch for LL Red'n Beam type for LL Load Subtotals 250.0 lb/ft 260.0 Wit 150.0 lb/ft Red'n Total Adjusted Urdform Loads wL= 250.0 lb/ft cab= 150.0 Will 0.0:12 11. 1-brains -I Combined Total Uniform Load wu= 400.0 Wit 4x And Smaller(Lumber) 6x And Larger ITimbers) Lumber Material I Douglas Fir Lmch(North) Timber Material I I,_.s,er t-h(North .I Lumber Grade 1w tow y .I Timber Grade INO,I Acceptable Solutions Acceptable Solutions (4)2x6 (2)2x 10 13x12 696 List properties for what (3)2 x 6 14 x is size lumber? ,,l7 -I - Slf WI=15.51 1 Llst properties Fb=1020 Fr-180 Fcp=625 E=1600000 511-8.12 (of what spot? Fb=1300 Fr-170 Fcp=625 E=1600000 Glued Laminated Members IGLB) 2.2E Parallam PSL Glulam Grade z4F-vdttrux; 3-in"x 9.114" T'x$414" Acceptable Solutions 11 1N"x 0.114" 3 IN"x71/P 51/2"x 7112" Slf N= 18.5 List properties List properties forwhat 3 1/2 x 71/2" 6 314"x 71/2" for what size? I l'to 10 Fb=2000 Fr-290 Fcp=750 E=2000000 size glulaon 5 116"x 71/2" 8 3/4"x 9" I-Level.T. S 112.11 7/8' .I Web Fb=2400 Fv=265 Fcp=650 E=1800000 Fbi=1850 Self WI=36.4 Stiffeners? OE aAlero a LVL- u ti No _l List properties forwhat 1.1/4 x 94/2" (3)2W x 74/4" - size LVL? (211-3/4"x 7.1/4" (411-3/4"x 64/2" - vt N' Fb=2600 Fv=285 Fcpe750 E-2000000 Slf Vol=7.4 0 e List properties for what 1-314"x 9-1/2" S-1/4"x 7414" List properties 1414"x 94/2" (3)1-3/4"x 9412" size LVL? 3-1/2"x 794M., 1 7"x 6412 forwhat size? 3412"x 9.12" 3-yz'x111p -1 Fb=2600 Fv=-285 Fcp=750 E=2000000 Slf W=7.4 I' Fb=2325 Fva310 Fcp-800 E=1550000 eN/A Final Member sawn -( Final Member Results wooa _1 Final Member:S x 8,Douglas Fir- Bending Overdesign:67.1% Material Library c,de Ia"AaSra,aaNM,tnw -I Larch(North),No.1 ShearOverdesign:237.6% Final Size: 6.6 Deflection Overdesign:63.6% Min.Bearing Length.:=1.601n.(Left) .=1.60 in.(Right) Use Conditions Saleetedt Bearing/Buckling Overdsgn:N/A Vert Dg1(approx): 0.00 it True Length(approx): Final member OK by: 67.1% Actual Man",Sir.:5.60"a 7.60" 8.00 ft I Controlling criteria is: Bending Reactions Final Member Additional nformation Location Live Case b.cea weave Ma6109n1s R,-Leit R,-Rleht Max Posblve Momere:3.28311.E 4.00 it Main Span f • Live Load: 1.000b 1,000 lb Max Negative Momoml:0 ft•b 0.00n Meln Span Lateral bracing Dead Load: 641E 841E Max Design Shear.1,385b 0.00it Main Span Total Load: 1,641 b 1,641 to Main Span Max Dowreonord Live Case Causing Max N/A N/A Deflection(Live/Total) 0.074"/0.122" 4.00'/4.00' Main/Main Main Span Max Upward Deflection Minimums R,-Left &-alert (Live/Total) 0.000"/0.000" 0.00'/0.00' Main I Main Live Load: 0 b 0 b Can(.QQ)pg),Deft.(Live/Total):WA N/A _ N/A 0.6 or 1.0 Dead: 385 6 365 b Cart.thL Deft lthno/Tot so:N/A N/A N/A eaadr.ge.dn: Net Reaction 360E 360E Req'd El,Not Incl.Self wt.:1.643E+00 Actual El: 3.00E+08 0% Live Case Causing Min N/A N/A Approx See Weight:10.34 pit Approx Tot.W.:831b Alloaed Maned: Mm.Cak'd kin La tin: =0.48 In =0,4E In 2.773 ft- Gazebo Beams _ � ! i. �, r Prescriptive Energy Code Compl..1 ce for All Climate Zones in Washington Project Information Contact Information 2 upper floors of R-2 residential units for Emory Lofts Glenn Wells 324 West Bay Dr Olympia `OVA 98502 360-239-5971 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed.In addition,based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones R-Valuer' U-Factoru Fenestration U-Factor° n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCb,e n/a n/a Ceiling" 49 0.026 Wood Frame Wall''TM" 21 int 0.056 Mass Wall R-Value' 21/21" 0.056 Floor 309 0.029 Below Grade Walfm 10/15/21 int+TB 0.042 Slab R-Value&Depth 10,2 ft n/a `Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 1.6 credits 0 Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. ❑2.Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or#3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3.Large Dwelling Unit: 4.6 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 ❑ 1b Efficient Building Envelope 1b 1.0 ❑ 1c Efficient Building Envelope 1c 2.0 ❑ 1d Efficient Building Envelope 1d 0.5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑ 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 ❑ 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 1.5 ❑ 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 ❑ 5a Efficient Water Heating 5a 0.5 Q 0.5 5b Efficient Water Heating 5b 1.0 a 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 1 0.5 ❑ 6 Renewable Electric Energy 0.5 L=.1200 kwh 0.0 Total Credits 1.50 *Please refer to Table R406.2 for complete option descriptions Received SEP 17 2019 *PD 0,1;�-�, .� . I I Table R402.1.1 Footnotes For SI: 1 foot.=304.8 mm,ci.=continuous insulation, int.= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums.When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. t'The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. `"10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall,or R-15 on the continuous insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB"shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. `Reserved. Reserved. 'The second R-value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing)denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement,calculation or an approved source or as specified in Section R402.1.3. M "Project • • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 General Info Project Title: Emory Lofts 2 Date 8/13/2019 PROJ-SUM form Project Street Address: 104 S Olympic Ave For Building Department Use shall be provided as Project City,County,Zip: Arlington WA 98223 a cover sheet for all compliance form Project Owner or Rep: Glenn Wells Architect submittals.Project Title shall match Jurisdiction: project plans title block. Project Description New Construction and Additions Select all that apply to the 0 New Building ❑ Building Addition scope of project. Select Addition+Existing Existing Building Retrofit or Alteration+Existing if the existing building will be ❑Alteration ❑Change of Occupancy ❑Change in Space Conditioning combined with the addition or alteration to demonstrate compliance per Section ❑ Historic Building C502.1 or C503.1. Building Elements Scope-Select all that apply ❑All Q Building Envelope ❑Mechanical Systems ❑Service Hot Water Systems ❑ Lighting Systems ❑Electrical Systems Q All Commercial Q Group R-R2,R3,&R4 0 Mixed Use over 3 stones and all R1 Occupancy Type Mixed Use-Building is greater than three stories above grade and it has both Commercial and Group p Y YP R occupancies. Mixed Occupancy-Building is three stones or less above grade and it has both Commercial and Group R2,R3 or R4 occupancies.Select All Commercial to document compliance for the commercial areas of the building The residential spaces shall comply with the WSEC Residential Provisions Select all that apply to the scope of project 0 Fully Conditioned ❑ Semi-heatedz ❑Refrigerated Spaces (Warehouse and/or Walk-ins) Space Conditioning ❑ Low Energy space category3 Categories Eligible Low Energy Spaces ❑Unconditioned ❑ Low energy heating/cooling capacity ❑Wireless service ❑ Greenhouse4 ❑Equipment building equipment shelter Floors Above Floor Area and Grade Building Gross Conditioned Floor Area Project Gross Conditioned Floor Area Stories 3 20,962 20,962 Q Compliance Method 1 -General C Compliance Method 2-Total Building Compliance Method 1-Projects shall demonstrate compnance with all applicable mandatory and prescnptive requirements of this code. Refer to C401-2, Item 1 for more information.Compliance forms to General Compliance include with a Prescriptive submittal:All applicable ENV, LTG, and MECH. Path Compliance Method 2-Projects complying via total building performance(TBP)shall include a summary of results from a whole building energy model per Section C407 and shall demonstrate compliance with all applicable mandatory provisions in this Code. Refer to Section C401.2,Item 2 for more information. Compliance forms to include with a TBP submittal:PROJ-SUM, ENV-CHK,LTG-EXT, LTG-CHK,and all MECH forms except MECH-ECONO and MECH-VENT(pending). Note 1-Refrigerated Spaces-They shall comply with the envelope and refrigeration equipment requirements in Section C410. Warehouse coolers and freezers shall also comply with the envelope requirements in C402. C410 takes precedent for overlapping requirements. Note 2-Semi-heated Spaces-If heated with equipment other than electric resistance may take an exemption for wall insulation.All other envelope assemblies shall comply with the thermal envelope provisions. Note 3-Exemptions For Low Energy Spaces-Low Energy spaces are exempt from all provisions in WSEC Section C402 Building Envelope, however all other applicable provisions in the Code do apply including lighting,mechanical,service water heating,etc. Note 4-Eligible Space Conditioning For Low Energy Greenhouses-Greenhouses are defined as spaces that maintain a specialized sunlit environment that is used exclusively for cultivation,protection and maintenance of plants.Cooling with outside air and/or evaporative cooling,and any form of heating equipment,are allowed under the Low Energy Greenhouse category.Greenhouses with cooling equipment that requires a condensing unit are NOT eligible. Received AUG 14 2019 . �� i ., � i I Project ■ ■ • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 General Info I Project Title: Emory Lofts 2 IDate 8/13/2019 C406 Additional Building level efficiency options: Current Scope Previous Projects Efficiency Package C406.8 Enhanced envelope performance El Ll Options Summary C406.9 Reduced air infiltration ❑ A minimum of two Options are C406.5 On-site renewable energy required for new construction, and change in space Building area level efficiency options conditioning or occupancy projects. C406.2 More efficient HVAC equipment ❑ Select all Options included in the current project scope. C406.6 Dedicated outside air systems(DOAS) Also select Options complied with underprevious projects C406.7 Reduced energy use in service water heating Q (shell and core,other tenant spaces in building,etc) C406.3 Reduced lighting power ❑ Buildings with multiple tenant spaces may comply with C406.4 Enhanced digital lighting controls ❑ different options(mix& match) C406 Comments: Options are required for all space conditioning categories. Include discipline specific information for C406 options in ENV-SUM, LTG-SUM and Refer to SBCC website for official interpretations regarding C406 provisions. i LEnvel • • Summary ENV-SUM , - 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 Project Info Project Title: Emory Lofts 2 Date 08/13/2019 Applicant Info. Company Name: Grandview For Building Department Use Provide contact Company Address: P.O.Box 159 Arlington WA 98223 information for individual who can Applicant Name: Glenn Wells respond to inquiries about information I Applicant Phone: 360-239-5971 provided. Applicant Email: glennwellsarchitecta@gmail.com Project Description New Building ❑ Addition ❑ Alteration ❑ No Envelope Scope Envelope Project Scope ❑ All Commercial ❑� Group R-Commercial ❑ Mixed Use-Commercial+Group R Select all that apply. ❑ Semi-heated ❑ Refrigerated Cooler ❑ Refrigerated Freezer ❑ Equipment Building Envelope Description First floor is commercial,the 2nd and 3rd floors are residential. Provide brief description of the project and relevant supporting documentation If project includes multiple Target Insulation Allowance areas,and/or is demonstrating compliance as an Addition+Existing, Alteration+Existing,or Addition+Alteration +Existing project, provide a brief summary of the approach to whole building compliance Air Barrier Testing ❑ Air barrier testing per Section C402.5.1.2 included in project scope Air barrier testing is required for all new construction projects. Testing criteria is 0 40 ❑Additional Efficiency Package Option-C406.9 Reduced Air Infiltration cfm/ftz under test pressure of 0 3 inch w.g To comply with C406.9,demonstrate that Q Testing not required. Explanation measured air leakage of building envelope Compliance Documentation Scope and Method Scope of This Calculation ❑J New Building ❑ Addition ❑ Alteration ❑ No Envelope Scope Target Insulation Allowance Q Fully Conditioned-Commercial,Group R,Mixed Use Sets the title and calculations in the compliance forms- Selection required Q Semi-heated 0 Refrigerated Cooler Q Refrigerated Freezer to enable forms If project includes more than one Target Insulation Allowance area,and/or if project includes addition and alteration areas complying independently,for each area complete an ENV-SUM form Rows 16-46 and either an ENV-PRESCRIPTIVE form,or ENV-UA+ENV-SHGC forms if demonstrating compliance via component performance Envelope Compliance Path Q Prescriptive Q Component Performance Selection required to enable forms. Component Performance ❑ Change of Occupancy(C503.2)/Conditioning(C505)-10%higherUA allowed Calculation Adjustments ❑ Additional Efficiency Package Option-C406.8 Enhanced Envelope-15%lower UA required Additions 0 Addition stand alone p Addition+Existing Addition stand alone-Complete Vertical Fenestration and Skylight Area Calculation Enter total existing-to-remain wall,roof, vertical fenestration and skylight areas as EXISTING. Enter total addition envelope assembly areas as NEW.If resulting total building WWR exceeds 30%and/or SSR exceeds 5%,refer to C502 2.1 and C502.2.2 for prescriptive compliance alternatives. If complying via component performance,complete ENV-UA per instructions for addition stand alone projects. Addition+existing-Complete ENV-UA per instructions for addtion+existing projects. Alterations- ❑ Replacement windows only,or resulting ❑ Total building WWR increased by total building WWR s original WWR Fenestration and Skylight Replacement skylights only,or resulting ❑ total building SRR s original SRR ❑ Total building SRR increased by alteration WWR and SRR not increased-Vertical Fenestration and Skylight Area Calculation not required. WWR and/or SRR increased-Complete Vertical Fenestration and Skylight Area Calculation.Enter total existing-to-remain wall,roof, vertical fenestration and skylight areas as EXISTING.Enter total altered envelope assembly areas as NEW.If resulting total building WWR exceeds 30%and/or SSR exceeds 5%,refer to C503 3.2 and C503-3.3 for prescriptive compliance alternatives.If complying via component performance,complete ENV-UA per instructions for alteration+existing projects. �� I Envelope Summary, • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 Project Title: Emory Lofts 2 Date 08/13/2019 Vertical Fenestration and Total Vertical NET Exterior Fenestration Area Above Grade Total Skylight Area NET Exterior Roof Skylight Area Calculation (rough opening) Wall Area (rough opening) Area Prescriptive Path-Enter envelope sf New 1,896 16,224 0 0 values directly into this section of ENV-SUM for vertical fenestration,skylights,net walls Existing 0 0 0 0 and roof.For Additions and Alterations,refer to these sections in ENV-SUM for further instructions. Total 1,896 16,224 0 0 Component Performance-When this Envelope Compliance Path is selected, write-protection of this section is enabled. Vertical o Skylight-to-Roof Enter envelope sf values for all assemblies Fenestration-to- 10.5/o Ratio(SRR) into the ENV-UA form.Envelope information Wall Ratio(WWR) from ENV-UA will auto-fill into this section of Vertical Fenestration Area Compliance VERTICAL FENESTRATION AREA COMPLIES WITH MAXIMUM ALLOWANCE Skylight Area Compliance Vertical Fenestration Q High performance fenestration U-factors and SHGC per C402.4.1.3 Alternates 0 Dedicated outdoor air system per C402.4.1.4 and C403.6 Show locations of qualifying daylight zone U In buildings z 3 stories,25%or more of NET floor area is in DLZ per C402.4.1.1 (DLZ)areas and ft2 on project plans. Q In buildings<3 stories,50%or more of CONDITIONED floor area is within DLZ per For Daylight Zone Area Calculations- C402.4.1.1 a)Sidelight areas include primary+ Daylight Zone Calculations secondary daylight zone areas. Not Selected.No Calculations Sidelight Daylight Toplight Daylight Percent Daylight b)Include overlapping toplight and sidelight Required Zone Area Zone Area Zone Area daylight zone areas under Toplight. c)Net floor area definition in Chapter 2. Spaces in Single Story List all enclosed spaces that exceed 2,500 ft2, have ceiling height greater than 15 ft,and are Building Requiring Skylights space types required to comply with this provision.Indicate aperture with 'AP"prefix(AP 1.1%) In these spaces a minimum of 50%of the Space Space Area(ft) DLZ Area(ft2) SRR or Aperture Exception floor area shall be within a skylight daylight zone(DLZ).Refer to C402.4.2 for requirements, SRR=Skylight to roof ratio Envelope Exemptions Low Energy and Semi-heated Low energy spaces per C402.1.1 Item 1 are exempt from the thermal envelope provisions. Semi-heated spaces heated by systems other than electric resistance are exempt from wall Spaces insulation provision only per C402.1.1,1 Complete Low Energy and Semi-Heated Spaces table in MECH-SUM to verify eligibility based on installed peak heating and cooling capacity per sf. Equipment Buildings Wall Insulation Roof Insulation Overall Average R-Value R-Value U-Factor Equipment buildings are exempt from the Equipment Building Envelope thermal envelope provisions per C402.1.2. The following shall be met to be eligible: Electronic equipment power(watts/sf) building size<_500 sf,average wall/roof U- factor<_U-0.20,electronic equipment load>_ Heating system output capacity(Btu/hr) 7 watts/sf,heating system output capacity_< Cooling capacity(Yes/No) 17,000 btu/h. Cooling system capacity not limited. 1 Prescriptive Path, ENV-PRESCRIPTIVE 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 Project Title: Emory Lofts 2 Date 08/13/2019 Target Insulation Allowance For Building Department Use Fully Conditioned Space-Commercial,Group R,Mixed Use Fenestration Area as%gross above-grade wall area 10.5% Max.Target: 30.0% Skylight Area as%gross roof area Max.Target: 5.0% Vertical Fenestration Alternates: None Selected on ENV-SUM User Note Prescriptive compliance of envelope assemblies may be accomplished by providing insulation R-values per Table C402.1.3 or U-factors IF- factors per Tables C402.1.4 and C402.4 A single project may comply via R-values for some envelope assemblies and U-factors/F-factors for others. U-Factor/F-Factor Method for Building Component R-Value Method for Prescriptive Compliance Prescriptive Compliance t onunuous io rhea of iweiai Cavity Ins. Ins.(CI) Penetrations Assembly Provide plan/detail#of assembly and description R-Value R-Value' in CIZ U-Factor U-Factor Source3 CS aa) Sheet A6.0 R38 <_0.04% 0.027 A102.1 v m O a N O L_ O Q a) a) U) a) � o 'O m N L Q , U w °o .A6.2 R21 5 0.04% 0.054 A103.3.1 (5) 3 � O w 3 U) o E 3 E 0 m U v I ti C7 � o2 m 0 on w w m E 0 o „ M d E m Li Prescriptive 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 Project Title: Emory Lofts 2 Date 08/13/2019 Fenestration Area as Rio gross above-grade wall area 10.5% Max.Target: 30.0% For Building Department Use Skylight Area as%gross roof area Max.Target: 5.0% If vertical fenestration or skylight area exceeds maximum allowed per C402.4.1,then the project must comply via Component Performance and provide ENV-UA and ENV-SHGC forms. R-Value Method for U-Factor%F-Factor Method for Building Component Prescriptive Compliance Prescriptive Compliance Perim.Ins. Full Slab Cl Provide plan/detail#of assembly and description R-Value R-Value F-Factor F-Factor Source10 v (D SheetA6.2 R10 0.540 At04,1 Nw L c c o -0 -L w m m � m x Ins. Assembly U-Factor Source11 Provide ID from door schedule and description R-Value U-Factor N C o c A7.0 0.600 C402.4 0 3 Cn n CY m a1 L O Solar Heat Gain Coefficient(SHGC) U-Factor for Prescriptive Compliance rolec ion unentation Factor(PF) (N or Assembly Assembly Provide ID from window schedule and description if applicable12 SEW)13 SHGC14 U-Factor U-Factor Source14 N 0.30 C402.4 co A7,0 SEW 0.30 C402.4 z C o a1 f0 w N 0.38 Sheet A4.1 Storefront system SEW 0.38 C402.4 LL a 0 c N erAath a slab-on-grade or exposed floor,this floor shall be thermally broken from the surrounding floor area with the same amount of insulation as re W N L Of T Ad fn Q Miscellaneous-Refrigerated Spaces Ins. Assembly Provide plan/detail#of assembly and description R-Value U-Factor U-Factor Source N O O O O LL LL Cooler/ Double Triple Pane Inert Gas Heat Reflective Provide ID from window schedule and description Freezer Pane Glass Glass Filled Treated Glass `o 0 p c c a c (� m N K V G,1ty- 41, �- COMMERCIAL APPLICATION ��r Q PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 The following minimum Information Is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. ❑ One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) ❑ One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form ❑ Two (2) Architectural Drawings ❑ Two (2) Structural Drawings ❑ Two (2) Structural Calculations ❑ One (1) Project Specification Manuals(if applicable) ❑ One (1) NREC Code Compliance Forms ❑ One (1) Special Inspection Requirements Forms ❑ One (1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An Intake appointment Is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at (360) 403 3551 or by email to ced0arlincttonwa.gov. I acknowledge that all items designated above are Included as part of this application. REV 2019 Page 1 of 9 l z, COMMERCIAL APPLICATION o PERMIT SUBMITTAL �r G Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code (IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 Uniform Plumbing Code(UPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(iEBC) 9. 2015 Washington State Energy Code (WESC) 10. 2017 Accessible&Usable Buildings and Facilities(ICC/A117.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAG 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6, WAC 51-11 Washington State Energy Corte 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided.(IBC Table 1804.2& IRC 1`1401.4.1) D. PLANS AND DRAWINGS Submit two(2) complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42" paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions. in indelible ink, blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2019 Page 2 of 9 i COMMERCIAL APPLICATION �►�� o PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. ❑ SITE PLAN—REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building comers (or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities,including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. ❑ ARCHITECTURAL DRAWINGS 1. ❑ Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design'Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ❑ Floor Plan a) Plan view 118"minimum scale. Details a minimum %-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 2019 Page 3 of 9 i 4r,,r_,P0 AY COMMERCIAL APPLICATION ' PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 j) Show the location of all new walls,doors,windows,etc. k) Provide details and assembly numbers for any fire resistive assemblies. I) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. ❑ Reflected Ceiling Plan a) Plan view 1f8"minimum scale. Details a minimum %inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size,spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. e) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5. ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. U SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1.One (1) completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS).Contact the Arlington REV 2019 Page 4 of 9 ., I Gt�Y O� COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately.Mechanical,electrical, plumbing, or fire sprinklerlalarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be Issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications.To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information,please contact the City of Arlington Permit Center at(360)403-3551 or by email to cedCa arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2019 Page 5 of 9 i COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT S STATEMENT OF INTENDED USE. Name of Project:Emory Emo Lofts II Valuation: $3 000,000 Project Address: 140 5 Olympic Ave Parcel ID tI: 31051100100800 Legal Description A portion of W. half of the NW qrt of the NE qrt Owner: Grandview North, LLC Phone Number: (360) 435-7171 Address: PO BOX 159 City:Arlington State:WA Zip Code:98223 Engineer:Bradley Engineering Phone Number: (360) 752-5795 Cell Phone: E-mail: Address: 811 Yew St City.Bellingham State:WA Zip Code:98229 General Contractor:Grandview North, LLC Phone Number:(360)435-7171 Cell Phone: (425) 359-5630 E-mail: gv@grandviewinc.net Address:PO BOX 159 City:Arlington State: WA Zip Code: 98223 Contractor's License Number:GRAN DN L013KP Expiration:7-2-2020 Contact Person: Scott Wammack Phone Number: (360) 435-7171 Cell Phone: (425) 359-5630 E-mail:gv@grandviewinc.net Address: PO BOX 159 City:Arlington State:W_ Zip Code: 98223 Proposed Scope of work:Mixed use building Commercial & residential REV 2019 Page 6 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 Project Name/Tenant Grandview North LLC Site Address140 S Olympic Ave Bldg/Unit/Suite IBC Construction Type V-B IBC Occupancy Type 1BC 2015 Description of Use Multi Use commercial and residential Building Square Footage 24,945 Number of Stories 3 Square Footage Per Floor8699 sf 1st floor, 8123 sf 2nd floor, 8123 sf 3rd floor Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems Cl Compressed gas systems Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks, piping etc...) ❑ Hazardous materials ❑ Nigh piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure,tents(>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: Fire Sprinkler Alarm System being deferred for later submittal Installation,changes, modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process_ Statement of Special Inspection REV 2019 Page 7 of 9 i .� COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 Emory Lofts II Name of Project: _- -- - _ -- 140 S Olympic Ave Project Address: --- - --- _ - --_-.- Special Inspection Firm: Materials Testing & Consulting, Inc. Address: 777 Chrysler Drive T Kristen Wolbach (360) 755-1990 Contact Person: __ -- -- -- ----- Phone: _- Email: kristen.wolbach@mtc-inc.net Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work (separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete Bolting in Concrete — ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry lam) Structural Steel and Welding ( ) High-Strength Boltin 9 i ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items.Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as'deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site,for review. REV 2019 Page a of 9 I �I y Q COMMERCIAL APPLICATION �z o PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections.No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineerwill clearly indicate on the plans and specifications for the specific types of special inspection required,and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner,or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector.In such case a new special inspector and/or firm would need to be proposed for approval. A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS have read and agree to comply with the terms and conditions of this agreement. Owner:Scott Wammack/ Managing Member Date:August 14, 2019 I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington. Applicants Signature Scott Wammack August 14, 2019 Print Applicants Name Date FOR STAFF USE ONLY Received AIIG 14 2n19 Permit# Acc d By U Amount Received Receipt# Date Received REV 2019 Page 9 of 9 " City of Arline on I[EVVIEG� c) U CT 4 e Gv]�M44Lad • Public Works tING,�OZ 238 N. Olympic • Arlington, WA 98223 DATE, JOB NO ❑Administration ❑Maintenance & Operations ATTENTION \\� ❑Engineering ❑Utilities TO \ �.i_ RE: WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order COPIES DATE NO. DESCRIPTION � � �Ia. ►�a GS THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: If enclosures are not as noted,kindly now us at once. .�, ' � � ' V � .ti � P. �P� k City of Arline _)n dC4�i CGti �J[ 4 ]�G�044L4a� • Public Works � oc� 238 N. Olympic •Arlington, WA 98223 DATE ❑Administration ❑Maintenance & Operations ATTENTION ❑Engineering ❑Utilities TO RE: 1 Hfj M l ri WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION 21 �j s c, GL THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGN �( - If enclosures are not as noted,kindly notify us at once. Ar-2- I or I -- COMMERCIAL APPLICATION � s �`�o PERMIT SUBMITTAL y�telvc Department of Community & Economic Development City of Arlington- 18204 59th Ave NE- Arlington,WA 98223- Phone(360) 403-3551 The following minimum Information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. ❑ One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) ❑ One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form ❑ Two (2) Architectural Drawings ❑ Two (2) Structural Drawings ❑ Two (2) Structural Calculations ❑ One (1) Project Specification Manuals (if applicable) ❑ One (1) NREC Code Compliance Forms ❑ One (1) Special Inspection Requirements Forms ❑ One (1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at (360)403 3551 or by email to cedgarlingtonwa.gov. I acknowledge that all Items designated above are Included as part of this application. REV 2019 Page 1 of 9 �AY O� COMMERCIAL APPLICATION �'•�� , o PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 Uniform Plumbing Code(UPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(W ESC) 10. 2017 Accessible&Usable Buildings and Facilities(ICC/A117.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51••57 Washington State Plumbing Code and Standards 6. WAG 51-11 Washington State Energy Code 7. WAC 296.46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided.(IBC Table 1804.2& IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2) complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42" paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2019 Page 2 of 9 -- COMMERCIAL APPLICATION yet/Nry ° PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. ❑ SITE PLAN— REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities,including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. ARCHITECTURAL DRAWINGS 1. ❑ Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2 ❑ Floor Plan a) Plan view 118"minimum scale. Details a minimum cinch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 2019 Page 3 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 j) Show the location of all new walls,doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. I) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. ❑ Reflected Ceiling Plan a) Plan view 1f8"minimum scale. Details a minimum %4-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size,spacing, span and woad species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5. ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less, show a positive connection to floor or walls. NOTE: High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1.One (1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2019 Page 4 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are Issued separately.Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be Issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2019 Page 5 of 9 ` COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY A COMMERCIAL APPLICATION SUBiN1TTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project:Emory Lofts II Valuation: $3 000,000 Project Address: 140 S Olympic Ave Parcel ID#: 31051100100800 Legal Description A portion of W. half of the NW qrt of the NE qrt Owner: Grandview North, LLC Phone Number: (360) 435-7171 Address: PO BOX 159 City:Arlington State:WA Zip Code:98223 Engineer:Bradley Engineering Phone Number: (360) 752-5795 Cell Phone: E-mail: S 811 Yew St Bellingham WA 98229 Address: City: g tate: Zip Code: General Contractor:Grandview North, LLC Phone Number:(360)435-7171 Cell Phone: (425) 359-5630 E-mail: gv@grandvieWnc.net Address:PO BOX 159 City:Arlington State: WA Zip Code: 98223 Contractor's License Number:GRAN DN L013KP Expiration:7-2-2020 Contact Person: Scott Wammack Phone Number: (360) 435-7171 Cell Phone: (425) 359-5630 E-mail:gv@grandviewinc.net Address: PO BOX 159 City:Arlington State: WA Zip Code:98223 Proposed Scope of Work:Mixed use building Commercial & residential REV 2019 Page 6 of 9 Y,.,;41, COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 5911h Ave NE• Arlington,WA 98223• Phone(360) 403-3551 Project Name/Tenant Grandview North LLC Site Address140 S Olympic Ave Bldg/Unit/Suite IBC Construction Type V"B IBC Occupancy Type 113C 2015 Description of Use Multi Use commercial and residential Building Square Footage 24,945 Number of Stories 3 Square Footage Per Floor8699 sf 1st floor, 8123 sf 2nd floor, 8123 sf 3rd floor Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ® Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks, piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure, tents (>200sq ft)or canopies(n400 sq ft) Provide details on any of the above checked items: Fire Sprinkler Alarm System being deferred for later submittal Installation,changes,modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2019 Page 7 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 Emory Lofts II Name of Project: Project Address: 140 S Olympic Ave Special Inspection Firm: Materials Testing & Consulting, Inc. Address: 777 Chrysler Drive _ Contact Person: Kristen Wolbach Phone: (360) 755-1990 Email: kristen.wolbach@mtc-inc.net Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete V) Bolting in Concrete ( } Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry V) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items.Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued.This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site,for review. REV 2019 Page 8 of 9 COMMERCIAL APPLICATION y41vw's jr, PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections.No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required,and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector.In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS have read and agree to comply with the terms and conditions of this agreement. Owner:Scott Wammack/ Managing Member Date:August 14, 2019 I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington. Applicants Signature Scott Wammack August 14, 2019 Print Applicants Name Date FOR STAFF USE ONLY Received (L/ AIIG 14 7n1s Permit# By U Amount Received Receipt# Date Received REV 2019 Page 9 of 9 NOTICE V TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ,APPROVED PERMIT#: l �� ❑ AM ❑ PM DATE: ,' .`�, �tt JOB ADDRESS: O ( ;{`i f i i.��i- >1`I! L PROJECT TYPE OF INSPECTION: r , F� OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $SO REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3SS1 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE O PLANNING O CIVIL -1 BUILDING CITY OF ARLINGTON ni g CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE (360)403-3551 BUILDING PERMIT Address: WO S Olympic Avenue Permit#:2733 Parcel#:31051100100800 Valuation:2853396.60 OWNER APPLICANT CONTRACTOR Name:GRANDVIEW NORTH LLC Name:GRANDVIEW NORTH LLC Name:GRANDVIEW NORTH LLC Address:P.O.BOX 159 Address:P.O.BOX 159 Address:PO BOX 159 City,State Zip:ARLINGTON,WA 98223 City.State Zip:ARLINGTON,WA 98223 City,State Zip:ARLINGTON,WA 98223 Phone:360-435-7171 Phone:360-435-7171 Phone:360-435-7171 LTC:GRANDNLO13KP EXP:06/15/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR ` Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LTC N: EXP: LTC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 3 CONST.TYPE: VA DWELLING UNITS: 24 OCC GROUP: B/R-2/S-2 BUILDINGS: I OCC LOAD: TBD by CBO PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY: NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27, THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY.A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI 10/IRCI10. SALES_ TAX NOTICE:Sales tax relating to constriction and construction materials in the City of Arlington must be reported on your sales tax return form cmmlin #3101. •ibna Print Name Date Released By Dite CONDITIONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION PERMIT FEES -21100� Date Description Fee Amount 11/04/2019 Building Permit Fee $18,262 60 11/04/2019 Building Plan Review Fee $11,870.69 11/04/2019 Park-Community MF $35,928.00 11/04/2019 Park-Mini MF $10,464.00 11/04/2019 Processing/Technology Fee $25.00 11/04/2019 State Surcharge-Commercial $25.00 11/04/2019 State Building Code Surcharge Fee $6.50 11/04/2019 State Surcharge per Dwelling $46.00 Total Due: $76,627.79 Total Payment: $0.00 Balance Due: $76,627.79 CALL FOR INSPECTIONS BUILDING (360) 403-3417 - Call by 3:30 pm for next day inspection. When calling for an inspection please leave the following Information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon 25 = �YE:1RS� 'yN xu M SAFEbuilt City of Arlington APPLICATION STATUS ❑ Revisions Required — Hold 0 1st REVIEW COMMENT LETTER APPLICANT: GRANDVIEW NORTH, LLC EMAIL: gv@grandviewinc.net PHONE # 425- 359-5630 PHONE # 206-503-5948 DATE: 8-28-2019 FROM: Lou Whitford EMAIL: Iwhitford@safebuilt.com PERMIT#: BID 2733 PROJECT: EMORY LOFTS ADDRESS: 104 S. OLYMPIC AVE CODES REVIEWED: OCCUPANCY GROUP: R-2, A-3, S-2 ❑ 2015 IRC 0 2015 IBC x❑ 2015 IMC TYPE OF CONSTRUCTION: V-B 0 2015 UPC 0 2015 IFGC 0 2015 WSEC NUMBER OF STORIES: 3 The design documents submitted for this project have been reviewed for compliance with the locally adopted codes and amendments. The following comments must be addressed before a building permit is issued. For processing: Please submit revised construction documents containing the requested information or plan revisions with all revisions clouded or otherwise identified. Please respond in writinq to each comment by marking the attached list or creating a response letter. Indicate which plan sheet, detail, specification, or calculation shows the requested information. Please send revisions to the attention of the plans examiner with the building permit application number noted. Revised drawings must clearly show code compliance. A RESPONSE LETTER MUST BE INCLUDED WITH THE REVISED PLAN SUBMITTAL. 1 � Please be sure to include on the resubmittal the engineer's or architect's"wet" stamp, signature, registration number and date on the cover page of any structural calculations, all structural details and structural sheets of the plans. Please submit the requested information to the City of Arlington who will forward the information to SAFEbuilt. In order to keep your permit in an "Active" status, please respond within 60 days. For questions about the required information please contact the reviewer listed below at the SAFEbuilt office: Lou Whitford at (206) 503-5948 or by email to both: safebuiltbellevue(o�-safebuilt.com: and Iwhitford(aD-safebuilt.com Please understand that other review agencies/divisions may have revision comments, which are not contained within this Revision Letter. Please keep in contact with the city for a list of these agencies. Sincerely, Lo-w WI�•i Senior Plans Examiner SAFEbuilt 1621 114th Ave SE, Ste 219 2 1 P a c COMMENT ITEMS BELOW; 1) Correct the construction type to reflect this project. The cover sheet states V-B construction. The structure is to be Type V-A. 2) Per 2015 Washington State Energy Code (WSEC) Section C101.4.1 for Mixed Occupancy, each occupancy shall be separately considered and meet the applicable provisions of the WSEC. Please provide the energy reports required for the commercial portion to include all sections of the code. These are the building envelope, mechanical, and lighting reports. 3) Please provide an exiting plan for all levels. Be sure to include the second-floor court yard in this calculation. If the occupant load is over 50 for the court yard, then two exits are required from this space. 4) Sheet A7.3 is the Cross Section sheet that is missing the following detail identifiers from sheet A7.0. Please add detail references to sheet A7.3; a) 1/A7.0, 2/A7.0, 3/A7.0, 4/A7.0, 6/A7.0, 7/A7.0, 8/A7.0, 9/A7.0 5) Construction of the Gazebo is missing completely in both architectural and structural plans along with calculations supporting the design. Provide the following information; a) Show the Gazebo on the Cross Section view page A7.3. b) A specific Cross Section is needed with detail references to all connections and framing throughout for the Gazebo. c) Roof framing plan to include beam identification and supports with details of all connections. d) Provide a detail of the connection of the Gazebo post to the floor joist shown on S3. It states that there is blocking required between the joists to make a solid space for the CCQ88SDS2.5 connectors to work. What does this look like? 6) Per the engineer's drawings on Sheet S3, the I joist will hang from W-BEAM's throughout. The Architectural plans don't show this configuration or a detail where the steel beam is larger than the I joist. Please provide a detail focusing on the fire separation and acknowledging that the steel beams are to be protected as well in the rated assemblies. What does that look like? 7) Water intrusion plan not provided, please update plans to include the minimum state requirement. A reference note is not acceptable. Please see the RCW below for your plan submittal documentation needed; 3 Page RCW 64.55.020 Building permit application—Submission of design documents. (1) Any person applying for a building permit for construction of a multiunit residential building or rehabilitative construction shall submit building enclosure design documents to the appropriate building department prior to the start of construction or rehabilitative construction of the building enclosure. If construction work on a building enclosure is not rehabilitative construction because the cost thereof is not more than five percent of the assessed value of the building, then the person applying for a building permit shall submit to the building department a letter so certifying. Any changes to the building enclosure design documents that alter the manner in which the building or its components is waterproofed, weatherproofed, and otherwise protected from water or moisture intrusion shall be stamped by the architect or engineer and shall be provided to the building department and to the person conducting the course of construction inspection in a timely manner to permit such person to inspect for compliance therewith, and may be provided through individual updates, cumulative updates, or as-built updates. (2) The building department shall not issue a building permit for construction of the building enclosure of a multiunit residential building or for rehabilitative construction unless the building enclosure design documents contain a stamped statement by the person stamping the building enclosure design documents in substantially the following form: "The undersigned has provided building enclosure documents that in my professional judgment are appropriate to satisfy the requirements of RCW through " (3) The building department is not charged with determining whether the building enclosure design documents are adequate or appropriate to satisfy the requirements of RCW 64.55.00E through 64.55.090. Nothing in RCW 64.55.00E through 64.55.090 requires a building department to review, approve, or disapprove enclosure design documents. 4 1 P a , e COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. ❑ One (1) City of Arlington CommercialiMulti-Family Permit Application (One (1) permit application per building or structure is required) ❑ One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form ❑ Two (2) Architectural Drawings ❑ Two (2) Structural Drawings ❑ Two (2) Structural Calculations ❑ One (1) Project Specification Manuals (if applicable) ❑ One (1) NREC Code Compliance Forms ❑ One (1) Special Inspection Requirements Forms ❑ One (1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS> An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at (360) 403 3551 or by email to ced@arlingtonwa.gov. acknowledge that all items designated above are included as part of this application. REV 2019 Page 1 of 9 COMMERCIAL APPLICATION � �ZNG O PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code (IBC) 2. 2015 International Residential Code (IRC) 3. 2015 International Mechanical Code (IMC) 4. 2015 International Fuel Gas Code (IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 Uniform Plumbing Code (UPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code (IEBC) 9. 2015 Washington State Energy Code (WESC) 10. 2017 Accessible& Usable Buildings and Facilities(ICC/A117.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards, Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided. (IBC Table 1804.2& IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2) complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30°X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible, with scaled dimensions, in indelible ink, blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2019 Page 2 of 9 COMMERCIAL APPLICATION � �XNG PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223• Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. ❑ SITE PLAN —,REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners (or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities,including water,sewer, gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. ❑ ARCHITECTURAL DRAWINGS 1. ❑ Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio (if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. ❑ Floor Plan a) Plan view 1/8°minimum scale. Details a minimum %.-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan. (on every floor, in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces, if applicable. i) Provide a door and door hardware schedule. REV 2019 Page 3 of 9 CalY ° COMMERCIAL APPLICATION � �XNG PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 j) Show the location of all new walls, doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors, windows and penetrations. m) Provide a legend that distinguishes existing walls, walls to be removed and new walls. 3. ❑ Reflected Ceiling Plan a) Plan view 1/8"minimum scale. Details a minimum %4-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. ❑ Framing Plan a) Specify the size,spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise, run, landings, headroom, handrail and guardrail dimensions. 5. ❑ Storage Racks (if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. ❑ WASHINGTON STATE ENERGY CODE 1.One (1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2019 Page 4 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler'alarm work. These permits are issued separately. Mechanical, electrical, plumbing, or fire sprinkledalarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment, to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at (360) 403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2019 Page 5 of 9 COMMERCIAL APPLICATION � �xNG p PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone(360) 403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE I RC. THIS APPLICATION MUST BE ACCOMPANIED BY A COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project:Emory Lofts II valuation: $3 000,000 Project Address: 140 S Olympic Ave Parcel ID#: 31051100100800 Legal Description A portion of W. half of the NW qrt of the NE qrt Owner: Grandview North, LLC Phone Number: (360) 435-7171 Address: PO BOX 159 City:Arlington State:WA Zip Code:98223 Engineer: Bradley Engineering Phone Number: (360) 752-5795 Cell Phone: E-mail: 811 Yew St Bellingham WA 98229 Address: C ty: State:ate: Zip Code: General Contractor:Grandview North, LLC Phone Number: (360)435-7171 Cell Phone: (425) 359-5630 E-mail: gv@grandviewinc.net Address:PO BOX 159 City:Arlington State: WA Zip Code: 98223 Contractor's License Number:G RAN DN L013KP Expiration:7-2-2 0 2 0 Contact Person: Scott Wammack Phone Number: (360) 435-7171 Cell Phone: (425) 359-5630 E-mail: gv@grandviewinc.net Address: PO BOX 159 City:Arlington State: WA Zip Code: 98223 Proposed Scope of work:Mixed use building Commercial & residential REV 2019 Page 6 of 9 COMMERCIAL APPLICATION � �xNG p PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone(360) 403-3551 Project Name/Tenant Grandview North LLC Site Address140 S Olympic Ave Bldg/Unit/Suite IBC Construction Type V-B IBC Occupancy Type 113C 2015 Description of Use Multi Use commercial and residential Building Square Footage 24,945 Number of Stories 3 Square Footage Per Floor8699 sf 1st floor, 8123 sf 2nd floor, 8123 sf 3rd floor Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems V Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks, piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure, tents (>200sq ft)or canopies (>400 sq ft) Provide details on any of the above checked items: Fire Sprinkler Alarm System being deferred for later submittal Installation, changes, modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2019 Page 7 of 9 COMMERCIAL APPLICATION � �ZNG PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 Emory Lofts II Name of Project: Project Address: 140 S Olympic Ave Special Inspection Firm: Materials Testing & Consulting, Inc. Address: 777 Chrysler Drive Contact Person: Kristen Wolbach Phone: (360) 755-1990 Email: kristen.wolbach@mtc-inc.net Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete (�) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry (�) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items. Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site,for review. REV 2019 Page 8 of 9 COMMERCIAL APPLICATION � �ZNG PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone(360) 403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required,and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval. A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Scott Wammack/ Managing Member August 14, 2019 Owner: g g Date: 1 hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington. L'5�_a :W� Applicants Signature Scott Wammack August 14, 2019 Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2019 Page 9 of 9 COMMERCIAL PLUMBING } PERMIT APPLICATION � �ING`�O Department of Community & Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 WHEN is a PLUMBING PERMIT REQUIRED? The City of Arlington requires a plumbing permit before a plumbing system or fixture is installed, altered, or remodeled. This also includes replacement of a Hot Water Tank. The City of Arlington does not require a permit to stop leaks or clear stoppages, unless the piping being repaired is altered or replaced. PLUMBING PLAN REVIEW IS REQUIRED FOR THE FOLLOWING PROJECTS 1 . New Commercial Buildings 2. New Multi-Family Buildings 3. Roof Drains and Overflow Systems 4. Tenant Improvements 5. Installation of Medical Gas Systems 6. Installation of Commercial Kitchen's and Deli's 7. Installation of Grease Traps 8. Installation of Grease Interceptors 9. Installation of Sumps 10. Installation of Cross Connection Backflow Devices SUBMIT TWO (2) COPIES OF THE FOLLOWING FOR PLUMBING PLAN REVIEW: ❑ Plumbing plans or drawings. (Minimum plan size is 18" X 24" scale, '/4" scale for details.) ❑ Provide one set of plumbing drawings maximum size 11" X 17" ❑ Size of sanitary and potable water systems. ❑ Location, type and specifications (cut sheets) of proposed fixtures and equipment. ❑ Riser diagram of waste and vent, potable water and rain water systems, including sizes. ❑ Medical gas piping riser diagram indicating type of gas, storage room and size of piping. ❑ Location and type of all backflow assemblies for each fixture. I hereby certify that I have read and examined this application and know the same to be true and correct and I am authorized to apply for this permit. 6i16LP Page 1 of 3 c� Y .°�' COMMERCIAL PLUMBING PERMIT APPLICATION Department of Community& Economic Development City of Arlington• 18204 59th Ave NE •Arlington,WA 98223 • Phone (360) 403-3551 THIS APPLICATION MUST BE ACCOMPANIED BY TWO (2) SETS OF CONSTRUCTION DRAWINGS, AND TWO (2) SETS OF FIXTURE SPECIFICATIONS (CUT SHEETS). CALCULATIONS ARE REQUIRED FOR GREASE INTERCEPTOR IF APPLICABLE. Type of Permit: ❑✓ New Installation ❑ Addition/Alteration ❑ Industrial Project Address: 140 S Olympic Ave Parcel ID #: 31051100100800 Lot#: 1 Subdivision: None Project Description: Multi Use Commercial and Residential Valuation:$3,000,000 Owner:Grandview North, LLC Phone Number:(360) 435-7171 Address: PO BOX 159 City-Arlington State:WA Zip Code 98223 Contact Person:Scott Wammack Phone Number(360) 435-7171 Cell Phone: (425) 359-5630 E-mail: gv@granviewinc.net Address:PO BOX 159 City:Arlington State WA Zip Code98223 Contractor:Absolute Plumbing INC Phone Number: (360) 610-6141 Cell Phone:(360) 610-6141 Email: Paul@absoluteplumbingwa.com Address:PO BOX 1445 City-Mt Vernon State: WA Zip Code: 98273 Contractor License Number:ABS OLP*8720D Expiration Date:9/8/2021 Please indicate number of fixtures: Water Closet 24 Floor Sink 0 Sump 0 Hose Bibb 2 Miscellaneous 0 Lavatory 24 Laundry Tub 0 Washer 24 Water Heater Grease Trap 0 Urinal D_ Interceptor D_ Sink 24 Med Gas n Drinking Fountain_ Floor Drain 0 Dishwasher 24 Backf low l Shower 24 Other 6/16LP Page 2 of 3 COMMERCIAL PLUMBING } PERMIT APPLICATION � �ING`�O Department of Community & Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360) 403-3551 PROPOSED BUILDING USE ❑✓ New Commercial ❑ Restaurant ❑ Automotive Based ❑ Commercial Addition/Alteration ❑ Office ❑ Machine Shop ❑ Industrial ❑ Medical ❑ Other: CROSS CONNECTION Please check all appliances that are proposed or are permanently connected to the water supply. ❑ Ice Machine ❑ Dialysis Equip. ❑ Air washers ❑ Swimming ❑ Fire Sprinkler Pools Coffee❑ Steam Sprinkler❑ Hydrotherapy Equip. ❑ ❑ Hot Tub/Spa ❑ Urn/Espresso Generators w/chemicals ❑ Carbonated Bev. ❑ Dental Equip. ❑ Dye Vats ❑ Aquarium ❑ Lawn Irrigation ❑ Fume Hoods ❑ Laboratory Equip. ❑ Pressure ❑ Decorative ❑ Well on Washers Fountain property ❑ Degreasers ❑ Autoclave/Sterilizers ❑ Cooling Towers © Cither:24 residential apartments WASTEWATER DISCHARGE 1. Does the plumbing system currently have a grease interceptor? ❑ Yes ® No ❑ Don't Know Date grease trap/interceptor was last cleaned (provide service record): 2. Does the plumbing system currently have an oil/water separator? ❑ Yes ❑✓ No ❑ Don't Know 3. Date oil/water separator was last cleaned (provide service record): NA 4. Is water used in the business process (washing, rinsing, cooling)? ❑ Yes ❑ No ❑ Don't Know 5. Does your business require a NPDES permit? ❑ Yes ❑✓ No ❑ Don't Know I hereby certify that the above information is correct and that the construction on. and the occupancy and the use of the above-described property will be with th laws. rules and regulation of the State of Washington. ao3s=,e4�,aese,=eoe,33,a s 08/14/2019 Applicants Signature Date Scott Wammack Print Applicants Name FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received 6/16LP Page 3 of 3 CITY OF ARLINGTON INSPECTION CARD EMORY LOFTS II No building construction shall be commenced until permit holder INSPECTION RECORD SHALL or his agent has posted this Inspection Record Card in a REMAIN AT JOB SITE conspicuous place on the premises. OWNER: GRANVIEW NORTH, LLC CONTRACTOR: GRANDVIEW NORTH, LLC JOB ADDRESS: 140 S OLMPIC AVENUE LOT NUMBER TYPE GROUP NATURE of WORK: NEW COMMERCIAL MIXED-USE USE of BUILDING: COMMERCIAL&RESIDENTIAL VA B/R-2/S-2 PERMIT No: BLD-2733-EMORY LOFTS II DATE ISSUED: 11/7/2019 INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB DEPARTMENT INSPECTION DATE(S) PASS FAIL INITIALS FOOTING BUILDING FOUNDATION (360)403-3417 UNDERFLOOR SHEARWALL PLUMBING(groundwork) ROUGH PLUMBING GAS PIPING ROUGH HEATING&VENTILATION FRAMING INSULATION WALLBOARD(SHEAR/RATED WALLS) CEILING GRID STRUCTURALSLAB CROSS CONNECTION CONTROL IN PREMISE (360)403-3417 GRADING TEMPORARY TECSP ASBUILTS APPROVED MAINTENANCE BOND STORM DRAINAGE SYSTEM PAVING,SIGNAGE&MARKINGS LANDSCAPING CONDITIONS ONSITE UTILITIES WATER ONSITE UTILITIES SEWER Sewer OFFSITE UTILITIES WATER (360)403-3508 OFFSITE UTILITIES SEWER SEWER PRETREATMENT Water CROSS CONNECTION CONTROL PREMISE (360)403-3526 SIDE SEWER/CLEANOUT/FINAL WATER SERVICE INSTALLATION WATER SERVICE FINAL UNDERGROUND HYDRO/FLUSH/COVER (360)403-3417 ABOVEGROUND HYDRO/COVER FDC FLUSH FIRE ALARM /AUTOMATIC SPRINKLER FINAL HOOD SUPPRESSION SYSTEM FINAL FIRE WALK-THROUGH (360)403-3417 FINAL INSPECTION ALL SIGNATURE BLOCKS MUST BE COMPLETE FLOOR/ROOF SHEATHING E.Tuna.sl E D es R-11 SOUND BATT5 _ -_Dine-Rd-.-.--- - sue NE . E Div, n sl y1N' BUILDING FOOTPRINT: 8,699 S.F. DOOR SCHEDULE ° ` SECOND FLOOR: 5,123 S.F. DOOR DOORS FRAME DOOR KICK THIRD FLOOR: 8,123 S.F. E e BRACE WALL TO STRICT NO. WIDTH HEIGHT THICKNESS TYPE MAT FIN MAT FIN HDW TYPE PLATE REMARKS BUILDING AREA: 24,945 S.F. _ E 3rtl ®8'-0"O.C.AND m DOORS 1 3'-0" 7'-0" 1 3/4" EXISTING DOOR TO REMAIN UNCHANGED BUILDING HEIGHT: 40'-2" - 3 STORIES w I LL E ma sv 2 3'-0" 7'-0" 1 3/4" A SC S HM P FIRE SPRINKLER: 1ST FLOOR NFPA 13 SITE 3 3'-0" 7'-0" 1 3/4" A SC S HM P = Elsc sl 4 4'-0" 7'-0" 1 3/4" BARN DOOR w/HEAVY DUTY HARDWARE BY MANUL. 2ND &3RD FLOOR = NFPA 13R a'/ A.T.SUSP. 2"CEILING GRID ANGLE 5 3'-0" 7'-0" 1 3/4" A SC S HM P 3 FIRE ALARM: YES CEILING 6 (2)2'-6" 7'-0" 1 3/4" A(SIM) SC S I HM I P 4 OCCUPANCY: B/S-2/R-2 5/8"GWB EACH SIDE TYPE OF CONSTRUCTION: V-A a 'o' HARDWARE TYPE CODE: 2015IBC N E Highland Dr E Highland Dr 1131N St NE 29 T.L. AREA: LOAD: 2496 SONS F. VICINITY MAP 1 1 1/2 PAIR BALL-BEARING HINGES, LEVER LATCH SET w/PRIVACY LOCK, CLOSER, STOP. NON-BEARING 2 1 1/2 PAIR BALL-BEARING HINGES, LEVER LATCH SET w/PUSH-BUTTON LOCK, STOP. SCALE: 1/4"=1'-0" 2.4 5TUD5-16"O.C. 3 1 1/2 PAIR BALL-BEARING HINGES, LEVER LATCH SET w/STORE LOCK, STOP. W/R-11 SOUND BATT5 4 3 PAIR BALL-BEARING HINGES, LEVER LATCH SET w/STORE LOCK, STOP. 2X4 PT.PLATE 8'-0" V-0 3/4" 15'-0 1/2" ANCHORED TO CONCRETE SLAB W/ CLOSURE NOTES: PDF.0.145"DIA.PINS e 24"O.C. 1. ALL CLOSERS TO HAVE SILENCERS, 5#'s MAX INTERIOR CLR 2. THE ACTUATING PORTION OF RELEASING DEVICE SHALL EXTEND AT LEAST ONE-HALF OF THE DOOR LEAF WIDTH p 3. THE MAXIMUM UNLATCHING FORCE SHALL NOT EXCEED 15 POUNDS. ISUPPLIES"",—F 4. ALL DOORS LOCKS TO RELEASE WHEN LEVER IS DEPRESSED IN DIRECTION OF TRAVEL 02 _24'- +42=�42J LT. a A16 MIRK REF. MICROW ROOM B K A 0 O FULL HEIGHT m 1 BREAK REA A -O" SHELVING A1.0 OWALL DETAIL LR .4(D - 1 0 ---------------- SCALE: 1'=1'-0' DF 0 - 40" a - � f° SEISMIC LIPS STRUCTURE ABOVE ELECTRICAL LEGEND 10„ L e A / \ / \ / \ / \ / \ CELL CELL A � u BOOTH BOOT DOOR TYPES Q DUPLEX OUTLET e O 12 LOCKERS 0 DISPLAY NICHE SCALE: 1/4"=1'-O" » DEDICATED OUTLET CLR FOUR PLEX OUTLET (�i-G�1 /�i-G�1 (�i-��\ OFFICE FLOOR MOUNT OUTLETS A20 TYP. A110 1 1 1 T 1 PEERSON :o M A.T,SUSP. $ SWITCH - ^ ^ ^ - Y'CEILING GRID ANGLE 3 a OFFICE ?4"x60"ELITE,TYP. .2 CEILING $ 3-WAY SWITCH _ 1 PERSON O Q PHONE/DATA OUTLET 20 PERSONS 5/8"GLIB oEACH SIDE0 --------------------� OFFICE 1 PERSON s .a, NON-BEARING 2 O ® ® ® - o 2x4 STUDS e Ib"O.G. P. OW/R-11 SOUND 5ATT5 c c A1.0 L--------------------- T TYP. 2X4 PT PLATE 1 PERSON `�-/ `�-/ / `-/ `-/ \ / A1.0 ANCHORED TO CONCRETE SLAB W/ T PDF.0.145"DIA.PINS®24"O.C. 0 ALIGN w/COLUMN AREA OF WORK 8'-0" - 12'-0" 4'-31/2" o T OFFICE ® 0 CLR L_J ® ® 1 PERSON 0 ALIGN w/COLUMN TYP. 2 O WALL DETAIL OFFICE LJ L--J LJ 03 A1.0 ,$ SCALE: 1"=1'-0" 1 PERSON r--1 o y L—J ® O n NKEY PLAN 0 CONFERENCE OFFICE TYP. 2 11 PERSONS _ 1 PERSON s m -- A1.0 - T I $ 54"MIN. tE L-_-_--1 42"MIN. 12" A FINISHED DAW - SOAP DISPENSER 0 PANEL o WINDOW 3 �- P.LAM.WAINSCOT TYP. tllIN 24"x3b"S.S.MIRROR 3 AROUND PERIMETER OF PT.DISPENSER 39-41 e IL L LJ w RESTROOM(ALL WALLS) J MIN.4'ABOVE FLOOR. lTf.LEVER HANDLE w FAUCET o L :ADA ENE w/ = O T T= TEMPERED _ o z LEVE e R 8 j1 mEXIST. MAIL2 PERSONS a s O F / o FLOOR TO WRAP PIPES IN 24"MIN. 36" PREFORMED RIGID INSUL. J Ib"MIN. EXTEND 6 ARDS RIGID INSUL.TO WALL 42"MAX MIN. ON PIPES TO PREVENT BURNS - �42" 142" IS"MAX. PREVENT BURNS A-FALSE BASE FOR COPY 1 9 A B ADA,ACCESS E OTYP. RESTROOM ELEVATIONS OCABINET ELEVATION 3 SCALE: 1/4"=1'-0" SCALE: 1/4"-l'-O" WALL LEGEND N FIRST FLOOR PLAN NEW WALLS ELECTRICAL: DESIGN BUILD HVAC: DESIGN BUILD SCALE: 1 4"=1'-0" OCCUPAN LOAD = 29 PERSONS ig EXISTING WALLS PLUMBING: DESIGN BUILD T.I AREA = 2,496 S.F. 3" city issue: 12-21-20 title: sheet no. date: 12-17-20 38m9GLENN WELLS , A. I .A. FIRST FLOOR PLAN drawn: 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502 A ELON C.WELL checked: G.C.W. EMORY LOFTS 2 A1.0 ARCHITECT (360) 352-4553 104 OLYMPIC AVE ARLINGTON, WASHINGTON E u_ 3 VERTICAL STRUT / 1 5/8"METAL STUD 6 GA VERTICAL WIRES®4'-0"O.C. SEISMIC BRACING WIRES NOT MORE JOISTS THAN 45 DEGREE ANGLE FROM MAIN-RUNNER ALL SUSPENDED CEILING ALL GEOGRAPHIC DIRECTIONS INTERSECTION OF MAIN RUNNER LIGHTS ARE REQUIRED TO AND CROSS-TEE HAVE SEISMIC BRACING WIRES ATTACHEMENT FOR FIXTURES IN(2)OPPOSITE CORNERS LESS THAN 56 LBS WITHIN (SEE ISOMETRIC DETAIL) SEISMIC BRACING - ELEVATION CEILINGS>144Sr. OSCALE: 1 1/2"=l'_B„ PRE-STRETCHED HANGER WIRES NOTE: SUSPENDED CEILING X1 TO CEILING STRUCTURES 4-WAY STRUT TO BE FITTED TIGHT BETWEEN LIGHT FIXTURE WIRE DETAIL DO NOT CONNECT TO MECH.OR MAIN RUNNER AND GWB OF FLOOR/ ELEC.EQUIPMENT CEILING ASSEMBLY ABOVE O SCALE: 1/2—l'-m" 0 IR"OR 3/4"DIA EMIT. COMPRESSION STRUT LENGTHS COMPRESSION STRUT 12"O.C. 2'-8 3/4 ®8'-0"IST FLR CLG EA.WAY OR METAL STUD 2'-2 3/4 ®V-6"UPPER FLR CLG 10 I/8 e l-6"UPPER FLR GLG � 0 C) s Qam SUPPLIER TO VERIFY PLF LOAD CAPACITY OF MAIN AND D MAIN"TEE"RUNNER LEGEND CROSS TIES FOR FIXTURE 4 DIFFUSER WEIGHTS CROSS"TEE" 2'X4'LED LIGHT TROFFER SUSPENSION WIRES:12 GA.(MIN.)FOR 8 SF.OR LESS AND AT PERIMETER USE "TRAPEZE"AT ALL OBSTRUCTIONS.ALSO TO BE WITHIN 8"OF SURROUNDING 2'X4'LED LIGHT TROFFER W/ PERIMETER WALL OR CEILING DISCONTINUITY.ADD ADDITIONAL WIRES TO GRID EMERGENCY BATTERY BACK-UP WITHIN 3"OF EACH CORNER OF EACH FIXTURE.ADD TWO ADDITIONAL WIRES lb ATTACHED TO OPP051TE CORNERS OF EACH FIXTURE(MAY BE SLACK)SUPPORT Q PENDANT LIGHT FIXTURE ALL LIGHTING FIXTURES BRACING ATTACHMENT.THIS DETAIL APPLIES TO CEILINGS o GREATER THAN 144 SF,IN AREA. o EXHAUST FAN SEISMIC BRACING ® LIGHTED EXIT SIGN ACOUSTICAL TILE - ISOMETRIC SCALE. 1/2.._1._C„ � POP RIVET ALLOWED � FOR ALIGNMENT ONLY 0 O f O 8"MAX. c6 0 3/4" ENDS OF MAIN BEAMS AND CROSS"TEES" ° MUST BE TIED TOGETHER TO PREVENT SPREADING 0 2 a NOTE: lb THIS DETAIL APPLIES ONLY AT CEILINGS OVER 1000 SF,IN AREA. o O SAC UNATTACHED EDGE °1 SCALE: 1 1/2"=1'-m" o NOTE: THIS DETAIL APPLIES ONLY Ai CEILINGS OVER I000 SF IN AREA. Z- SCREW FOR 300° E CAPACITY EXIT G.W.B.CEILING E 8"MAX ® (I-HR HARD LID ABOVE) 5 �^ SCREW FOR 300° CAPACITY 2"MOLDING ANGLE TO WALL STUDS GRID IS SCREWED TO WALL MOLDING a o ON 2 ADJACENT WALLS ONLY- OPPOSITE WALLS MUST HAVE 3/4" 2„ CLEARANCE-SEE"UNATTACHED"DETAIL z FIRST FLOOR REFLECTED CEILING PLAN w N SCALE: 1/4"-.,_0., 5 SAC WALL ATTACHMENT AT 2" MOLDING 3 city issue: 12-21-20 title: sheet no. GLENN C WELLS , A. I .A. 3809 REGIS date: 12-17-20 GM EC FIRST FLOOR REFLECTED CEILING PLAN drawn: 324 WEST BAY DRIVE SUITE 102 OLYMPIA, WA 98502 AEON C.WELLTGN checked: G.C.W. EMORY LOFTS 2 A2.0 ARCHITECT (360) 352-4553 104 OLYMPIC AVE ARLINGTON, WASHINGTON s CITY OF ARLINGTON CERTIFICATE :OF OCCUPANCY INTERNATIONAL BUILDING CODE SECTION 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK r At 140 S Olympic Avenue Building Permit Number 2733 Name &Address of Owner Occupant Load Number of Stories GRANDVIEW NORTH LLC Second and Third Floors IBC-T-1004.1.2 1:200 3 PO BOX 159 Type of Construction/Sprinkler System Required Use ARLINGT.ON,WA 98223 V-A,/Yes Multi-Family Apartments 9 THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP R-2 OCCUPANCY ISSUED December 23, 2020 BY BUILDING OFFICIAL Permit#: 2733 Permit Date: 08/19/19 Permit Type: COMMERCIAL BUILDING Project Name: Emory Lofts II Applicant Name: Grandview North, LLC Applicant Address: PO Box 159 Applicant, City, State, Zip: Arlington,WA 98223 Contact: Scott Wammack Phone: 360-435-7171 Email: gv@grandviewinc.com Scope of Work: Mixed Use Building Valuation: 2853396.60 Square Feet: 24945 Number of Stories: 3 Construction Type: VA Occupancy Group: R-2; Residential ID Code: Permit Issued: 11/07/2019 Permit Expires: 05/05/2020 Form Permit Type: Status: LASERFICHE Assigned To: Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 31051100100800 140 S OLYMPIC AVE GRANDVIEW 553 Gasoline Service NORTH LLC Stations Contractors Contractor Primary Contact Phone Address Contractor Type License License# GRANDVIEW NORTH SCOTT 360-435-7171 PO BOX 159 CONSTRUCTION COA 601 858 917 LLC WAMMACK CONTRACTOR GRANDVIEW NORTH SCOTT 360-435-7171 PO BOX 159 CONSTRUCTION Labor& GRANDNLO13KP LLC WAMMACK CONTRACTOR Industries Plan Reviews Date Review Type Description Assigned To Review Status 08/19/2019 COMMERCIAL BUILDING BUILDING Fees Fee Description Notes Amount Building Permit Table 4-1 $18,262.60 Building Plan Review Table 4-2 $11,870.69 Park-Community MF Multi-family 24 units @ 1,497.00 $35,928.00 Park-Mini MF Multi-family 24 units @ 436.00 $10,464.00 Processing/Technology $25.00 State Surcharge-Commercial Commercial Only $25.00 State Surcharge- 1st DU Residential- 1st Unit $6.50 State Surcharge-add'1 DU Residential Additional Units $46.00 Total $76,627.79 Attached Letters Date Letter Description 08/19/2019 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 11/08/2019 Grandview North LLC BLD 2733 Check 8692 Raelynn Jones $76,627.79 Outstanding Balance $0.00 Notes Date Note Created By: 12/21/2020 Raelynn sent out follow up letter for project closeout.Don't issue CO until all items are received Kristin Foster and approved. 11/20/2019 Need easement agreement for drainage prior to issuance of C of O. Kristin Foster 11/20/2019 Provide commercial suite numbers and residential unit numbers to address list once known. Kristin Foster 09/03/2019 No traffic impact fees are due per Gibson's August 2019 Traffic Memo-attached. Kristin Foster 08/28/2019 Received 1st round Review from SafeBuilt Raelyna Jones Uploaded Files Date File Name 09/23/2021 9748587-2733 IC 2.3.2021 Final.pdf 08/12/2021 9456905-2733 Approved Plans.pdf 11/07/2019 5862815-2733 Issued Permit 11.7.19.pdf 09/03/2019 5546233-Emory Lofts 2 Traffic Analysis-Final.pdf 08/19/2019 5483317-2733 Application.pdf