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Plans GENERAL STRUCTURAL NOTES RECEIVED THE STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS.THE CONTRACTOR BEARS THE ' w 8 RESPONSIBILITY OF IMPLEMENTING THESE REQUIREMENTS INTO THE FINISHED WORK. OFFICE COPY JUN 11 Z018 CD cr M T' N r C N TEMPORARY CONDITIONS: - m N 0 PUSH PIER INSPECTION &TESTING: CITY�F ��"� g o c U CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION PER 2012 IBC SECTION 18 0.4..BUIL12. IN LIING ODIVISION = a E THE PIER SYSTEMS AND EXISTING FOUNDATION ARE DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR BEARS ALL RESPONSIBILITY FOR MEANS AND METHODS OF PIER INSTALLATION AND CONTINUOUS INSPECTION, PERIODIC INSPECTION IS ACCEPTABLE PROVIDED IT IS APPROVED BY THE JURISDICTION. ASSOCIATED MOVEMENT OF THE EXISTING STRUCTURE. FOR PERIODIC INSPECTION,THE INSPECTOR SHALL WITNESS THE INSTALLATION OF 20%OF ALL PIERS. THE SPECIAL J INSPECTOR WILL RECORD THE PROJECT LOCATION, DATE, PERMIT NUMBER, PIER LOCATIONS, PART DESCRIPTION, DESIGN CRITERIA: PIER DEPTH AND INSTALLATION PRESSURE. • 0 U THE PIER SYSTEM IS DESIGNED TO IMPROVE THE SERVICEABILITY OF THE EXISTING STRUCTURE,AND IS VOLUNTARY. LOAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143 (QUICK METHOD) ON 20 •N F- THE DESIGN WAS BASED ON THE CRITERIA OF THE 2014 OREGON STRUCTURAL SPECIALTY CODE AND 2012 PERCENT OF PIERS BUT NOT LESS THEN (2) TOTAL PIERS AND WILL BE SELECTED BY THE SPECIAL INSPECTOR.AN — INTERNATIONAL BUILDING CODE. THE PUSH PIER SYSTEM HAS BEEN DESIGNED IN ACCORDANCE WITH IAPMO ALIGNMENT LOAD SHALL BE APPLIED TO THE PILE PRIOR TO SETTING THE DEFLECTION MEASURING EQUIPMENT TO EVALUATION REPORT UES ER-289. THE FOLLOWING LOADS WHERE USED FOR DESIGN: ZERO OR A REFERENCE POSITION.THE ALIGNMENT LOAD SHALL BE NO MORE THAN 10%OF THE ALLOWABLE LOAD DEAD LOADS (AL). INCREMENTAL LOADING SHALL BE IN ACCORDANCE WITH THE FOLLOWING SCHEDULE. ROOF DEAD LOAD 15 PSF TEST LOADING SCHEDULE HOLD TIME MAX DEFLECTION FLOOR DEAD LOAD 15 PSF ALIGNMENT LOAD (.10 DL MAX) O MIN. WALL DEAD LOAD 10 PSF 0.25 AL UNTIL STABLE CONCRETE 150 PCF 0.50 AL UNTIL STABLE LU 0.75 AL UNTIL STABLE Q C!1 R, ROOF SNOW LOAD 20 PSF I— III 1.00 AL UNTIL STABLE cc U j z z �, a w� FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF 1.50 AL UNTIL STABLE z 1.25 AL UNTIL STABLE < O- c o PUSH PIER MATERIALS: 1.75 AL UNTIL STABLE 2.00 AL HOLD FOR CREEP TEST(SEE BELOW 0.04 INCHES W Q z rn 0 BRACKET PLATES ASTM A36 co 1.75 AL UNTIL STABLE I— Z p N- PIER TUBES ASTM A500 GRADE B OR C co 1.50 AL UNTIL STABLE EXTERNAL SLEEVE ASTM A500 GRADE B OR C 1.25 AL UNTIL STABLE LL PIER CAP ASTM A529 GRADE 50 1.00 AL UNTIL STABLE ALL-THREAD ROD ASTM A193 GRADE B7 0.75 AL UNTIL STABLE STEEL ANGLE SHAPES ASTM A36 0.50 AL UNTIL STABLE SHAFT COUPLER ASTM 513 TYPE 5 0.25 AL UNTIL STABLE SHAFT COUPLING HARDWARE GRADE 8 BOLTS WITH NUTS LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAN 0.04 INCHES WITHIN A 10 MINUTE PERIOD. HELIX PLATES (ROUND SHAFT) ASTM A572 GRADE 50 IF MOVEMENT IS OBSERVED GREATER THAN 0.04 INCHES WITHIN THE 10 MINUTE PERIOD THE LOAD TEST SHALL BE HELD FOR AN ADDITIONAL 50 MINUTES,THE PIER IS TO BE DEEPENED AND RE-TESTED, OR THE PIER IS TO BE GENERAL WELDING SHALL CONFORM TO AWS D.1.1 WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS STRUCTURAL REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED. COMPONENTS OF ABANDONED AND REPLACED WITH A NEW PIER. IF THE LOAD TEST IS TO BE HELD THE PIER MOVEMENTS SHALL BE NOTES MEASURED AT 15, 20,30, 40,50 AND 60 MINUTES.THE CREEP VERSUS THE LOGARITHM OF TIME SHALL BE PLOTTED. THE PIERING SYSTEM ARE FABRICATED BY BEHLEN MANUFACTURING COMPANY,AN ISO 9001 CERTIFIED FABRICATOR. IF THE CREEP RATE IS LESS THAN 0.080 INCHES BETWEEN 6 AND 60 MINUTES,THE LOAD TEST SHALL BE CONSIDERED SUCCESSFUL. THE PUSH PIER DESIGN INCLUDES A SCHEDULED LOSS IN STEEL THICKNESS DUE TO CORROSION FOR BLACK, PUSH PIER TEST PRESSURE (PSI): [ALLOWABLE LOAD]x 2/9.2 SQ. IN. UNCOATED STEEL. ANCHORS ARE DESIGNED FOR 50-YEAR SCHEDULED SACRIFICIAL THICKNESS LOSS IN ACCORDANCE WITH ICC-ES AC358. c 0 PUSH PIER INSTALLATION: n c co THE PUSH PIER SYSTEM SHALL BE INSTALLED PER MANUFACTURES RECOMMENDATIONS. CITY OF -- o , MINIMUM INSTALLATION PRESSURE ARE DETERMINED BY THE FOLLOWING EQUATION: PUSH PIER INSTALLATION REVIEWED FO Ct < a S.°".`'ai (�E Sl R uCT UR44 PRESSURE (PSI) EQUALS [ALLOWABLE LOAD] x 2/9.2 SQ. IN. REFER TO PLAN FOR INSTALLATION GAUGE PRESSURES. Approved: t/1 .0_0 PROF FSE. FS PILES ARE TO BE GRAVITY SPLICED WITH FITTING COUPLERS. BUILDING WEIGHT WILL ENSURE JOINTS DO NOT OTC: I �`'� G N F , `SAO c< SEPARATE. MINIMUM INSTALLATION DEPTH IS 8'-0", UNLESS DEEPER EMBEDMENT IS REQUIRED BY THE Permit#S OV\�j��O t° 0 D t Qg b 7 v PROJECT NO. r- S101-506 ; GEOTECHNICAL ENGINEER. CONSULT ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER. Address: t' 21' 1 s� Lama,v`. ',V't . �_ — DATE: S111tC#41 OF OREGON ^N 5/23/18 WHERE EXISTING STEM WALL AND FOUNDATIONS ARE DAMAGED DURING PUSH PIER INSTALLATION,THE INSTALLER """"—� 2 �� c,MeER 2� �� i�� BY: SHALL CONSULT THE ENGINEER OF RECORD. By: B 0 : e�I vP� DAS # W• SHEET: INSTALLATION PROCEDURES SHALL BE IN ACCORDANCE WITH IAPMO EVALUATION REPORT UES ER-289. S 1 .O EXPIRES: 6/30/2018 GENERAL STRUCTURAL NOTES . 2)q HELICAL TIE-BACK MATERIALS: HELICAL TIE-BACK INSPECTION AND TESTING: cc N 7 BRACKET PLATES ASTM A36 CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION PER 2012 IBC SECTION 1810.4.12. IN LIEU OF o�1d mAB m ALL-THREAD ROD ASTM A193 GRADE B7 CONTINUOUS INSPECTION, PERIODIC INSPECTION IS ACCEPTABLE PROVIDED IT IS APPROVED BY THE JURISDICTION. a 0 z ..-�� STEEL ANGLE SHAPES . ASTM A36 FOR PERIODIC INSPECTION, THE INSPECTOR SHALL WITNESS THE INSTALLATION OF 20%OF TIE-BACKS.THE SPECIAL 'l F SQUARE SHAFT ASTM A29 INSPECTOR WILL RECORD THE PROJECT LOCATION, DATE, PERMIT NUMBER, PIER LOCATIONS, PART DESCRIPTION, SHAFT COUPLING HARDWARE GRADE 8 BOLTS WITH NUTS PIER DEPTH AND INSTALLATION PRESSURE. • 9 HELIX PLATES (ROUND SHAFT) ASTM A572 GRADE 50 14) J TIE-BACK CAPACITY SHALL BE DEMONSTRATED THROUGH THE USE OF TORQUE CORRELATION, IN ACCORDANCE WITH WELDING SHALL CONFORM TO AWS D.1.1 WELDERS SHALL BE CERTIFIED IN ACCORDANCE AC 358"ACCEPTANCE CRITERIA FOR HELICAL PILE SYSTEMS AND DEVICES'. • i WITH AWS REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO cc cc BE WELDED. COMPONENTS OF THE PIERING SYSTEM ARE FABRICATED BY BEHLEN LOAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143(QUICK "' MANUFACTURING COMPANY,AN ISO 9001 CERTIFIED FABRICATOR. METHOD) ON 20%OF PIERS BUT NOT LESS THEN (2)TOTAL TIE-BACKS.THR PIER WILL BE SELECTED BY THE SPECIAL INSPECTOR. AN ALIGNMENT LOAD SHALL BE APPLIED TO THE THE HELICAL TIE-BACK DESIGN INCLUDES A SCHEDULED LOSS IN STEEL THICKNESS DUE PILE PRIOR TO SETTING THE DEFLECTION MEASURING EQUIPMENT TO ZERO OR A TO CORROSION FOR BLACK, UNCOATED STEEL.ANCHORS ARE DESIGNED FOR 50-YEAR REFERENCE POSITION.THE ALIGNMENT LOAD SHALL BE NO MORE THAN 10%OF THE SCHEDULED SACRIFICIAL THICKNESS LOSS IN ACCORDANCE WITH ICC-ES AC358. ALLOWABLE LOAD (AL). INCREMENTAL LOADING SHALL BE IN ACCORDANCE WITH THE FOLLOWING SCHEDULE. U) HELICAL TIE-BACK INSTALLATION: 2 TEST LOADING SCHEDULE HOLD TIME MAX DEFLECTION W THE HELICAL PIER SYSTEM SHALL BE INSTALLED PER MANUFACTURES ALIGNMENT LOAD (.10 DL MAX) 0 MIN. w RECOMMENDATIONS. Q >- w N 0.25 AL UNTIL STABLE cc �cf) o rn 0.50 AL UNTIL STABLE MINIMUM INSTALLATION TORQUE IS DETERMINED AS FOLLOWS: 0.75 AL UNTIL STABLE Q ZO Lii < o 1.00 AL UNTIL STABLE E c) () o HELICAL INSTALLATION TORQUE EQUALS ALLOWABLE LOAD x 2/Kt. Kt IS 1.50 AL UNTIL STABLE • W Q _ rn < THE EMPIRICAL TORQUE CORRELATION FACTOR PER AC358. FOR THE 12" 1.25 AL UNTIL STABLE 1— z p f= SQUARE HELICAL SHAFT, Kt = 10 ft"1. 1.75 AL UNTIL STABLE D 0 T 2.00 AL . HOLD FOR CREEP TEST(SEE BELOW) 0.04 INCHES Q MINIMUM INSTALLATION DIFFERENTIAL GAUGE PRESSURE IS DETERMINED AS FOLLOWS: 1.75 AL UNTIL STABLE Li_ 1.50 AL UNTIL STABLE DIFFERENTIAL GAUGE PRESSURE (PSI) = INSTALLATION TORQUE (FT-LB)/3.THE TORQUE 1.25 AL UNTIL STABLE DRIVE HEAD IS THE PENGO RS-7. 1.00 AL UNTIL STABLE 0.75 AL UNTIL STABLE HELICAL TIE-BACKS ARE TO BE SPLICED WITH (1)4" DIAMETER GRADE 8 BOLTS. 0.50 AL UNTIL STABLE 0.25 AL UNTIL STABLE . MINIMUM INSTALLATION DEPTH IS AS SHOWN ON DRAWINGS. GENERAL CONSULT ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER. LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAN 0.04 INCHES STRUCTURAL NOTES WITHIN A 10 MINUTE PERIOD. IF MOVEMENT IS OBSERVED GREATER THAN 0.04 INCHES PRELOAD ALL TIE-BACKS AND LOCK OFF AT 60%OF DESIGN LOAD. WITHIN THE 10 MINUTE PERIOD THE LOAD TEST SHALL BE HELD FOR AN ADDITIONAL 50 MINUTES,THE PIER IS TO BE DEEPENED AND RE-TESTED, OR THE PIER IS TO BE ABANDONED AND REPLACED WITH A NEW PIER. IF THE LOAD TEST IS TO BE HELD THE PIER MOVEMENTS SHALL BE MEASURED AT 15, 20, 30,40,50 AND 60 MINUTES.THE CREEP VERSUS THE LOGARITHM OF TIME SHALL BE PLOTTED. IF THE CREEP RATE IS LESS THAN 0.080 INCHES BETWEEN 6 AND 60 MINUTES,THE LOAD TEST SHALL BE CONSIDERED o SUCCESSFUL. n U V) a) TIE-BACK TEST PRESSURE (PSI): [ALLOWABLE LOAD]x 2/9.2 SQ. IN. 0 a> S.sRUCTUR,14 F.D PROre I --) G1NF Ss c (<44 •26 F15 y PROJECT NO. c;opp r 5101-506 DATE: - OAOREGON .:\F5/23/18 SOB Oe AMBER 2� .� BY: FST v P� DAS W SHEET: EXPIRES: 6/30/2018 S1 .1 I E o Epp 2 0 0 co m rn d c 20. 8 22 �c_,c . VS 0� 8 § ccocopa 5.2 82 ♦ c5 0 0 PROPERTY LINE TREE f0 0 • •vp,„ \,1/ SCOPEOFWORK Un ;1 1 :1 i W I 1 i_ w 11 Q (n 2 --1c`!v 135' 11 z N :i 114' cc � p � ii i LL_ z w g 0 ,11 Ji1,1 � cc I- J u) Q UJ p O 64' LL SITE 0, Al)? \ PLAN ._.. ii, \__ c 0 CI U N 0 N S.�RUCTUR44 a corp PROre c' G 1 N F `S/O cc .� 626 �P PROJECT NO. S101-506 DATE: OREGON ,:\' 5/23/18 °��c�444ER 2\'�o���� BY: SITE PLAN Fir W. ��� SHEET:DAS 1 SCALE: 1/32" = 1'-0" EXPIRES: 6/30/2018 s2'O FOUNDATION/BASEMENT PLAN NOTES: E 1 1) REFERENCE 51.0 FOR GENERAL STRUCTURAL $ E o S3.0 NOTES. ( -22 a N .g © EXISTING SLAB „ 2) INDICATES EXISTING CRACK. FIELD VERIFY THE z 3 2 ® 1-0 —/ /- -, __ 1 -0 CO o�a� � 7- 2'-0" LOCATION OF ALL EXISTING CRACKS INDICATED ON . PLAN. CENTER PIERS ON CRACKS. �wcZi— 1'-0" --�4-3'-4" 3'-4"-/-3'-4"f3'-10"f3'-10"f3'-10" 1-3'-10" /- EQ f EQ f EQ f EQ f EQ / / 5' 4" �- 1'-0" '��°coi a > °�—' \ 3) FIELD VERIFY ALL MEASUREMENTS INDICATED ON 2-5 PLAN. J I 0 I th) i EX STING SLAB —, L_J L_J ti L_J L__ L_J L_J 1 4) INDICATES EXISTING CONCRETE STEMWALL AND • w UP S3 2 STRIP FOOTING. r- r- r-� r-- 1-:-.1r- •N _� L_J L_J L_J L_J DOWN L_J L__ ink L_J La I 167 L_J 5) S- -S INDICATES EXISTING STEP IN FOUNDATION. 11 12 13P 0 et O 0 0 0 0 0 20 1'-0" T r -i ® 6) INDICATES EXISTING WOOD BEARING WALL. sk t�i I L._ J r 1,-0" 4 2" II � I i \\ 1'-0" O i ® 1 7).( \c INDICATES EXISTING BEAM BELOW. O ii 1Is j fl 6 - i 1._p.. ® 5 0 1 _ W .Lim— — i ® 6' 0 ® 15 2323) r -I I- w 6 p„ — 8) L_J INDICATES EXISTING POST ON SPREAD FOOTING. Q (n 0 z N 4'-2" 4 w ► w I i © 3 4l. I o rn OI i • 5_0 � z T3 D � S_ -- _ _ �_ �- J ® ® 2_ _ 9) (E)J INDICATES EXISTING JOIST FRAMING. Q O g o 2'-9" 0 © r r O O 2 � I- z0cc Q J 2�J --r-21 L-®J L_ i EXISTING 31-0" 10) O INDICATES PUSH PIER NUMBER,WITH ALLOWABLE I-LLJ z O 0 5'-p" © �_ i co SLAB LOAD PER THE FOLLOWING SCHEDULE. v T- w 2' p„ w L J ® 3'-6" 3.5"RAM 4.25"RAM 0 PIER MAX LOAD INSTALLATION INSTALLATION 5'-0° 0 /1 / 6-0 5-0 / 8-0 _i J— .----(25(.,..,7-- ® 0 I PRESSURE PRESSURE ® � O O O 6'-0" 1 -40 13,500 LBS 3000 PSI 1900 PSI S- ---J _ 8- -2 11) MAXIMUM PIER SPACING AND DESIGN IS BASED ON A ' cn U54.1 TOTAL STEMWALL AND FOOTING DEPTH OF 55" AS 27 OBSERVED ON SITE. FIELD VERIFY AND CONSULT EXISTING ENGINEER IF TOTAL STEMWALL AND FOOTING DEPTH FOUNDATION/ IS LESS. BASEMENT PLAN OO O 12) I_ INDICATES FSI HA150 HELICAL TIE-BACK, REF. 1/53.2. 123 c 0 Q f CD CD1cn 0 0 up a) Z CelS.cRUCTURg4 0 cin I cn ���ED P R 0 res s �� G1NE. /bcc ' 41 6 �-15 PROJECT NO. S101-506 DATE: mac' OREGON ��`� 5/23/18 � 41 c'8�0<<s,„ `P 2.."� O�`� BY: DAS EXISTING FOUNDATION/BASEMENT PLAN �j W v � SHEET: 1 SCALE: 1/8" = 1'-0° EXPIRES: 6/30/2018 s2, 1 E 53.0 m E C7 0 o0 1 = co7 a)c 53.1 mo me=. o" N�oW1 EXISTING SLAB @ Pna g . U DO D9 D9 D9 g 141 J 7 [1:7_ t w = tilt DOWN "—' Lu w 23 (E) J (E)J (E) J I I(E) J ® ® (E)JI U) LU w w w w QU) UzN E Z N 2U) a � rn K_____\ Q O o El ® -�--�— LOWER LEVEL PLAN NOTES: CC LLJ Q z co Q I. -' I— a —Iw I w 1) INDICATES EXISTING WOOD BEARING WALL. Z U r F ___= O EXISTING 4"SLABrii g ® r— ® s 2) INDICATES EXISTING BEAM BELOW. OVER JOIST -I 0. 1 I (E)J (E)J1 1I w i 1 w 3) INDICATES EXISTING WOOD BEARING WALL (E)J (E)J �_ DP I� BELOW. I I LOWER � I 4) - INDICATES EXISTING POST BELOW. LEVEL I IPLAN 2C C_=J— LIJ ® El CO - 5) (E)J INDICATES EXISTING FLOOR FRAMING. ® - -) w w 6) '7 Z-'- INDICATES EXISTING BRICK VENEER. c (E)J 0 Q inn 1 1 1 U co (E)J (E)J ,,,,,,,,,,,,,,,,,,, S.0RUCTURg4 0 � r-7 w w 'O PROre I L_J �\� , N F ssj� cc I �� �� 736 6 � r PROJECT NO. S101-506 DATE: 00 OREGON 0 5/23/18 °,e5>�FMeER 2.\' O�� BY:0 EXISTING LOWER LEVEL PLAN F'PT w. 10SHEET DAS SCALE: 1/8" = 1'-0" EXPIRES: 6/30/2018 52.2 E q E tri 2 0 1C-. o N e ® • �= E E m�y 0 0^tea VP 53.0 z 2Ts'a, c%TdwYU COv=iI-a S d • U J W W U ® IN ® ® N • viaCC I.- v) W 11 IU, 2 w w 1- iii L 111 w w — w Q 0 o JN 11ZJz N ct ° Occwrn n LiZ v> CS r / I < 0 o \ / LEVEL 1 PLAN NOTES: W Q z rn Q „ $ 1) INDICATES EXISTING WOOD BEARING WALL. ~ Z CJ T ~ UP kap 1 O� u L� - _� 11\ 2) INDICATES EXISTING BEAM BELOW. s w w n w w 3) INDICATES EXISTING WOOD BEARING WALL g a BELOW. w w 2-1.F I ru EXISTING 4) INDICATES EXISTING POST BELOW. LEVEL 1 DOWN PLAN I I 5) (E)3 INDICATES EXISTING FLOOR FRAMING. IL 0 -) rj w — C 1 ' • w 1 � w - —►w n 6) '7 Z'' INDICATES EXISTING BRICK VENEER. C 0 1 Q w w C, 1-_3C-- 1 c 0 a) _ w W � PROre ® `. G1NF `r'"19 � tv� � 26 F� . PROJECT NO. r S101-506 DATE: In O OREGON ^ 5/23/18 FC o - O<> jeER 2\'�Q�� BY:eip DAS (IDEXISTING LEVEL 1 PLAN W. vP SHEET: SCALE: 1/8" = 1'-0" EXPIRES: 6/30/2018 S2.3 M. E U N Q cu Z �7i 1 S3.0 w _U S3.1 �k zg.w 6'5_°2 ci E ccvora >d • U 1 1 14/ j r- -Ir -Ir � r � r 1 . U II • I..1ccM I— cn L_ U r----a \� w G _J C—� L----_,\ , —J II \\� ,/i C/) I1 \)l ((' w L E_ -- �. I I 11 F r �� \\♦ I I 11 Ill �. \\\\ 1 I I I 2 � EE W \\ IL � I �� iii= CJ1 c D 1Lz � gF ., W o < � � o ATTIC PLAN NOTES: W Q LI co Q II w w � 0 JpC) c2 -) x D° 1 1) INDICATES EXISTING WOOD BEARING WALL. w C0 T W I W 0 —rI 1, LL L I il L 2) , INDICATES EXISTING BEAM BELOW. 1 11 1 ( C I 1j 1 1 1 1 E 3) INDICATES EXISTING WOOD BEARING WALL L r CJ� _J L J BELOW. EXISTING --J I I I I ATTIC L 4) ® INDICATES EXISTING POST BELOW. PLAN L , L J DAD L J 5) (E) INDICATES EXISTING FLOOR FRAMING. L MIc 0 ® n U L J N N a S.oRUCTURq< 0 \<C' PIG N�FFs�j 0 CC 'v 3626 PROJECT N0. 1 tz - S101-506 /� DATE: O OREGON 4\1 5/23/18 � ER 2'‘'���- .. BY: 1 EXISTING ATTIC PLAN Fir W. \I t.\* SHEET:DAS 1 SCALE: 1/8" = 1'-0" EXPIRES: 6/30/2018 S2'4 8 E N odl:I bU1 ® S3.0 8R3E=a >d • J J i • U N cc ri CL W �, (E) R (E) FR 2 r J LU Ir 7 W < U) U z N cc c0 o LI Z LT gcc L. iz = wig , -. ROOF PLAN NOTES: = QLU rn Q < a 1) INDICATES EXISTING WOOD BEARING z U r I (E) R WALL BELOW. o LL J L �� 2) �� ��INDICATES EXISTING BEAM BELOW. \\ (E) R 3) INDICATES EXISTING POST BELOW. I L _ 1 4) /ii \ INDICATES EXISTING ROOF RIDGE OR HIP. EXISTING L J ROOF FRAMING (E) R (E) R (E) R (E) R � PLAN (E) R (E) R/ iWri (E) R- 5) NINDICATES EXISTING ROOF VALLEY. J � _I l I (E) R i I 6) /� INDICATES EXISTING STEP IN ROOF. J (E) R (E) R I I 7) // INDICATES EXISTING ROOF RAFTER Q ® ) (E) R (E) R FRAMING. N J 0 ra sokUCTUR44 <c o P R Dress � �OINFp f 44-J mi 73626 13 17. PROJECT NO. - S101-506 1 DATE: $0 OREGON Q.4\' 5/23/18 SOB FMgER 21,1" O�� BY: F,9 DAS EXISTING ROOF FRAMING PLAN0 j w. \10\ SHEET: SCALE: 1/8" = V-0" EXPIRES: 6/30/2018 S2.5 1 E SE mN.r �i ^M rn c ¢^ § ED 4� 6.1@c ��O O csRFa 3. • U J E . cc 2 W I— W 3 co G } w w RI, (: Cr) 0 CC 2 IL/\\---2r--- ' U � OC ATTIC Qp � g0 CECE ~ z � CC -- Q C LL LEVEL 1 m 1c SECTION I DETAIL l LOWER LEVEL 5 c JA 4 m o Da Q, ��� ' t , ,, t, .\N-c' ;:.-; co ye..—, 0 kg BASEMENT vc- ,WN. a' cc • �d.. �� �RUCTURq o *4 � � �� GINS `Sf/0 ��'.*,/4`tk,tii .kt. 4$• *- <4.4 k� 73626 c" PROJECT 7.7: PROJECT N0. tvv* % + A# ., .l' ., . S101-506 4-\ *•4*. g7 &g,7 WV-).N....-- DATE: arc OREGON o 5/23/18 • 1-) o& �MeER 2�,� J� BY: 4110 <941. 1 P�� DAS BUILDING SECTION W. SHEET 1 SCALE: i/s° = i� o^ EXPIRES: 6/30/2018 S3.0 1 1 E U E C 8 o m= O1 ¢ oa7 §E � N C a n .5N z O_^A w f8O�aam c)^I W 2. 14,. 16 i g • J 141 J U MINIM '. •VaR ATTIC cn2 w < } O J N cc C) occc E',5 - ° cr � ca a pc Q z ccQ LLJ 1. F- o JO � F- z LEVEL 1 v T O IZI IN - LL LOWER LEVEL SECTION DETAIL r 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 . \ - �- • _ f BASEMENT I__ _ oe co m a '0A#. ,/(1- 1E1 V8‘.; ./. Y *8/** N* • # )4**,4.444 4* W • 44S e* * 4\ A't* N sIgUCTURg4 ����p P ROFFs� •417e' - , 4 4 �\� �G ' N FF /0Cc 1 aC 73626; ;;z_.._.....___- PROJECT NO. S101-506 DATE: ' `n^ SFO OREGON 5/23/18 • ��� �MeER 2:\' ... BY: BUILDING SECTION F�i w. ��`� SHEET:DAs i 0SCALE: 1/8" = 1'-0" EXPIRES: 6/30/2018 S3. 1 ii1 E 8E 0 rn.= v) mR„-5 O w�dc �@JI_u r§I§--2 c>d 8i . °4i ;I. ' PUSH PIER WITH RETRO . 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OT( DESCRIPTION MATERIAL WEIGHT(LBS) _s e g ,, � 1 2 PL 3/8 x 10 3/8 x 11 9/16 A 36 6.8 ���4 a., 2 1 P L 1/4 x 6 31/4 x 10 1/4 A 36 4.4 1 4 1 s 3 1 PL 3/8 x 6 1/2 x 8 1/14/ 4 A 36 3.1 % -i -11/4— 4 1 PL3/8 x415/16x81/4 A36 3.4 . 5_. 6 2 PL3/8 x13/4x55/8 A36 0.9 ♦ � = s� cc 8 7 1 PL1/2x10x1'3/8 A36 11.3 c~n — ITEM 6 8 1 PL 1/4 x 10 x 1'5/8 A 36 6.8 SCALE 1:4 ‘11. TOTAL: 44.4 / 4 81" 8/ 8144" / CI) 13 2 4 W A— 281 / 1411 Q � 03 Ki y I' \ 10" / 2 >' wwI$ O 28. QO II 111 1 28 s Hz OJ Cc') A s 4 U r 4 8 / 1 4 TYP. , D 1 16 4 4" 4 411 101 8 TYP. E° _1_ :z I \ 1" B4D LINE 1° \ 4 TYP. 11_� \ 0 8 1 BRACKET 1 \ DETAILS 2XIDii" — '" $ 20 TOP SURFACE REF s.. 1____r_Z- R 16 El 1 I_ I 2" .Q so Q NOTE:ALL DIMENSIONS FOR THIS ITEM ARE 4" / 311 / ITEM 0 mir SCALE 1:4 INTENDED TO SHOW MEASURED DIMENSIONS ALONG THE TOP SURFACE OF THE PLATE. ITEM $ asa SCALE 1:4 411. S.okUCTUR44 ����D P ROFFSs 0 ��5 GINF /62 p c 73626 PROJECT NO. 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