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J -------------------------- - -- Square Footage Summary i ' -/- 1403-tigard bases ,4 3-Sep-14 to o Assisted Livling Suites I ♦y / cc C C C C C C C Ala '�1 , , C' 495 2 2 2 6 Alb 496 0 2 2 4 I I ii: ll r i iii wJui �/ 'f' •' • 0548 2 2 4 A-2b P550 1 1 41.2 A.2 618 1 3 T ( — —�_—_�`-- -- -. -- _- ---F—.. --- - 1 3 iA-3a A-3b 614 .— i \\ \�• ' \\` .. +;ad ' 4 9 1 4 A-3cr 623 2 4 4 10 I ` l; •I ` / rr-1 r• -� I ` ` L _ Iil 1, \` 1 A-4cr 702 2 4 4 10 I I I I I ' I -I� ,�I °; ( - 1 '•1• A-6e 933 2br 0 59 , 1' Total 0 11 24 24 I I , E I I Inde endentLiving Suites • 1-2 = — — 557 2 2 1 2 � i I I • I I � - _ 'I � I , _-4-f (.� I-2a 599 2 2 2 0 6 I I-3b 645 2 2 I v �-- . -- ---- — ----� 1-3c1 672 694 0 0 r r r_ _ 0 0 1 1 1 3c2 698 0 0 1 0 1 I I ” ; .. ar* %. i 11 I III i - - V I \I;•9 r 1.4 742 1 1 1 I _ - - a 6 2 I 1,11111111 2 2.,....,....... ..................... ,{�'�' U LJ LJ O 751 - I I IIII I I \1 'ERE Ti171�1I 111111, 894 2br I , MW litTILIJ 1.5 906 2br 2 2 2 6 i I ... I _ 111..1 ` i � �i i� i� �f` I I, • I "al I-5a 0 1 Q 1 al + ) �f° — I .. yl ` \ _ 965 2br 9 0 • • , �, •. � 16e 9512br 1 1 1 3 i i I a I ( n �,U� ,'� I. °' I-6e2 I I + I E I I I-7EL 973 2br 1 1 1 I �: •1 I I iv �'� �-]I I I I 1.7a 970 2br 1 1 1 3 0 1 0 1 I I ti I I.: u 1-6c1 987 2br Q 1 1 3 , , 9n < �n nI' I i I-7b 982 2br 1 6 , I a + I la I I 10582br2 2 2 - 1---- - -a---- -- ---- ----- --------------- - -------------- --------------y----� ---------- ------- -------- - - --------- ---- ------ ------------- - ---- ------- ------ - ---------------- --- -------------------I ---- --- 1 1 1 (� I B o Q 2 Q 2 I I ••y l Ala /= 2HR FW -- - - - -_ ^- - �_- -- -__- - _ I.8a 1065 2br 3 ' 1-Sc 1107 2br I • 2HR FW Total 0 20 21 29 0 70 i ! I IIIIIIIII ' , _ I .�.. 2br total 43 (� I I I �� 1� - � q / , %C , `�"�+ - �-r'�u•+"-''�'Lb1SAlaPt.:, iJLr_L:':�^r ..r .§ .:, �.f�a.o , 1 I I ° ! � � Ala , ..•' 349 st 4 Z-1 2 Z-1A 344 st 2 6 , , �-/ {I I I ! ": I— I❑�' Ii,i,�`' ` Z-1B 322 st 2 2 2 I I `\ yT • , 338 st 2 Z-1c 0 I 13 : :. I I AbL� Z-1d 310 st I , \ I� I 2 2 , , /' I ° sem, Z-A2 550 1br , J I . .m . a n^ CI I dn! _ 1 `, - Z A3 623 1br 1 1 , Iz I I I f HC HC n �9 / 1 ,1 3 +oc, I 1 Z-A4a 357 st 1 1 I it I ° I ' 10 ® q 2 I I•• . . Z-A4b 370 st �(. 1 ( ° Z-A6e-A 309 st 1 , II ' �I P 1 4 • , 1 , i Z-A6e-B 506 1b 1 0 0 23 ; ; I I : I • I I I_I I rCm 23 0 Total BUI6D � FF 6 ; I ; I lbrtotal TOTAL UNITS 152 ' ; I la �e '_ aaa J `i 1 ( ! „ �I, , +• TOTAL I L/AL 129 Building Areas 1 (n I 555 \ I 1 I ,8 I ESTIM`�`f'ED 0 SITE EXTENT OF TPH ASGA -- ° REVISIONS: - a.-- -------------------''�� � 1• ` �� ETY BE N /OR TPH S I BIDBEI3/14/k ??? DIESE IN GR A NDWATER EEDING I �' O N D I�, RBC I �I=xPaMD DINING PATIO Eli i I p/ IHR RS—IHR PD I © I' ♦ y ,' I � • i z •° , v c v e • 1 l Ala +' I o � , 1 1• i ' • �� Ala , ; , , fie. eeee��3 00 I Ala / v v j,. " , .:. ,a , JAMES 0 , &- A ORE( 1 , 1 I I /I •. � ,I � -. � � � � L PROJECT TITLE: i' � I ' • I - I ! EXTANT OF S IMAT � � �Q TPH d AS DIESEL IN SOIL EXCEEDING, ,t00ppm ,— - .: o _ _ _---- i I '' Iv _ rn c 0 i , Ne 1 I" IN I , I p U i . HC I' b v i r• � i � I I / i 4 HC I - - - - oo � ,, �. ♦ I: I a 000 oo I i I Ioooo oo 5 e L 1 \ -------------------------ol 11 , `,---------- 211 / ice' • I I `d'i r� ESTIMATED EXTENT OF TPH AS DIESEL IN AI's • � i r . I,Ip I , , w • II I ie-,, a • ' '' GROUNDWVATER EXCEEDING RBCtw FOR `� :�, I I z � I �'° '' I SIDENT AL RE EPT ON SCENARIO - ��,. '♦.; •. I I � I � a Z oV1 cN z I, , -------- '---------------------------- o ------ L SHEET TITLE• --- --- sITE PLAN , CITY �� ��V�-tR® ® ' �I \�\ �`` .♦ p'f-•-•�_--_�'�'_—_—"'_ n_. -'•�'-- s nRAWNRY: SHEET: I ` SHAWN " Approves: .�,f,, Planning ,us '^� ��"" I SITE PLAN a^ I ,. Date: /--s-- i I q� ALI WALEr I" •32U'-fD" PROJECT 0:1403 : /� Initials: � ea o�e3 A1.1 o v IV 7.11.14 a w GENERAL STRUCTURAL NOTES: ALL STRUCTURAL STEEL FRAMING MATERIALS AND ERECTION SHALL BE IN ACCORDANCE WITH PSF MEMBER SCHEDULE THE LATEST EDITION OF THE AMERICAN IRON AND STEEL INSTITUTE "SPECIFICATIONS FOR THE 1. CODE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS": ASTM A653 OR ASTM A570 WITH �' �w v� 130 1 2014 OREGON STRUCTURAL SPECIALTY CODE A MINIMUM YIELD STRENGTH Fy=55 KSI AND MINIMUM TENSILE STRENGTH Fu=65 KSI MODEL DOUBLE POST ASCE 7-10, IBC 2012 2007 NAS-AISI COLD-FORMED STEEL DESIGN MANUAL WITH 2010 SUPPLEMENTAL ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE LATEST EDITION OF THE AWS D1.1 "STRUCTURAL WELDING CODE - STEEL" AND AWS D1.3 "STRUCTURAL WELDING CODE - 3'-0" COVERAGE #14 LAP SCREWS W/ BUILDING DEF`TH 1 g'-p" OREGON 2. LOADS SHEET STEEL". REINFORCING BARS WELDED TO STEEL SHALL CONFORM TO ASTM A706 AND J"O DOME WASHER AND Axi-'tl 26, 1 BUILDING RISK CATEGORY II AWS 01.4 "STRUCTURAL WELDING CODE - REINFORCING STEEL". USE E70xx LOW „ » NEOPRENE GASKET AT BAY WIDTH 18'-0" gJ � �� • � � M�gIAE� SNOW LOAD: 25 PSF HYDROGEN ELECTRODES. ALL WELDING TO BE PERFORMED BY WELDERS HOLDING A VALID 9 PURLIN LOCATIONS AND BASIC WIND SPEED (3-SECOND GUST): 110 MPH (ULTIMATE), EXP. "C" CERTIFICATE AND HAVING CURRENT EXPERIENCE IN LIGHT GAGE STEEL. CERTIFICATES SHALL AT MIDSPANS BE ISSUED BY AN ACCEPTED TESTING AGENCY. DO NOT DRILL OR NOTCH MEMBERS 26GA ALTA-RIB PANELS (X-SPAN) 12/10/2015 Kz = 0.85 Kzt = 1.0 G = 0.85 WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. ROOF DECK FY=80 KSI N COMPONENTS AND CLADDING(ASD): STRUCTURAL STEEL MEMBERS SHALL BE FURNISHED TO THE SPECIFIED MINIMUM YIELD POINT ZONE 1: p1=+24.01 PSF OR GREATER. THE ASTM, GRADE, AND OTHER SPECIFICATIONS SHALL BE INDICATED BY ROOF PURLINS CEE 12" x 3 1 2" x 12GA 18'-0 BAYS) p1=-21.80 PSF ZONE 2: p2=+36.01 PSF p2=-33.51 PSF SUITABLE MEANS ON EACH LIFT OR BUNDLE OF FABRICATED MATERIAL. #12 SCREWS W/ 8"0 Fy=55 KSI ZONE 3: p3=+48.01 PSF p3=-65.41 PSF (n 7. FASTENERS DOME WASHER AND NEOPRENE GASKET EACH CEE 12" x 3 1/2" x 10GA (27'-0 BAYS) SEISMIC DESIGN CATEGORY "D" STEEL SCREW FASTENERS SHALL BE ITW BUILDEX SELF-DRILLING SCREWS (ER-1976) OR ALTA-RIB PANEL (X-SPAN) LOW, EACH SUPPORT Fy=55 KSI --I SEISMIC IMPORTANCE FACTOR = 1.0 EQUAL, COMPLYING WITH THE REQUIREMENTS OF THE IBC. SITE CLASS "D" Ss = 0.965 S1 = 0.420 OR EQUAL (2) CEE 6" x 2 1/2" x 14GA Z Q SEISMIC FORCE RESISTING SYSTEM: ORDINARY CANTILEVERED COLUMN R = 1.25 8. CONTRACTORS COLUMNS BOXED CEES Q fL ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE THE CONTRACTOR MUST SUBMIT IN WRITING ANY REQUEST FOR MODIFICATIONS TO THE PLANS Fy=55 KSI DESIGN BASE SHEAR = Cs (W) Cs = 0.5733 AND SPECIFICATIONS. NO STRUCTURAL CHANGES FROM THE APPROVED PLANS SHALL BE LIJ MADE IN THE FIELD UNLESS PRIOR WRITTEN APPROVAL IS OBTAINED FROM THE ENGINEER. NON-CONSTRAINED (ASPHALT/SOIL)-(18'-0 BAY MAX) 0- 0 3. FOUNDATION „ PIER FOOTING „ SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR HIS REVIEW DO NOT CONSTITUTE IN 3� 24 � x 6 -8 DEEP �1'� FOUNDATION DESIGN BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF 1500 PSF AND WRITING" UNLESS IT IS NOTED THAT SPECIFIC CHANGES ARE BEING REQUESTED. IF 1/8" -24 TMP• io �•/ " ' " PASSIVE PRESSURE OF 100 PSF/FT PER IBC TABLE 1806.2, SOIL CLASS 5. CHANGES ARE MADE WITHOUT WRITTEN APPROVAL, SUCH CHANGES SHALL BE THE LEGAL AND �^ FINANCIAL RESPONSIBILITY OF THE CONTRACTORS OR SUBCONTRACTORS INVOLVED AND IT NON-CONSTRAINED (ASPHALT/SOIL)N(27'-0 HC AS NOTED) z VJ 4. CONCRETE SHALL BE THEIR RESPONSIBILITY TO REPLACE OR REPAIR THE CONDITION AS DIRECTED BY _ 24 � x 6 -8DEEP - z ALL CONCRETE REQUIRED HERE-IN SHALL BE DONE IN ACCORDANCE W/ ACI STANDARD THE ENGINEER. O 318-11, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS", WHICH IS HEREBY ALTERNATE 5'-6" SQUARE x 24" DEEP WITH (STD 18'-0" BAYS) _ MADE A PART OF THESE DOCUMENTS, WITH THE FOLLOWING MODIFICATIONS: CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING, OR OTHER MEANS (10) #5 SQUARE EACH DIRECTION TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING - SPREAD FOOTING PARA 2.1.2: CEMENT SHALL COMPLY W/ ASTM C150, TYPE IL ERECTION. THESE PROVISIONS SHALL REMAIN IN POSITION UNTIL SUFFICIENT PERMANENT C14 Er F- MEMBERS ARE ERECTED TO INSURE THE SAFETY OF THE PARTIALLY ERECTED STRUCTURES. U U PARA 3.2: F'c SHALL BE 2500 PSI AT 28 DAYS FOR ALL CONCRETE. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED 6'-0" SQUARE x 24" DEEP WITH (HC 27'-0" BAY) W STRUCTURE. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT 5" (1 1) #5 REBAR EACH DIRECTION PARA 4.1.3: THE USE OF EARTH CUTS FOR FORMS IS PERMITTED. INCLUDE INSPECTION OF THE ABOVE ITEMS. U) PARA 5.2: REINFORCING SHALL BE NEW BILLET STEEL COMPLYING W/ ASTM A615, GRADE 9. ENGINEER OF RECORD " " CITYOFTIGARD 40. BAJA CONSTRUCTION CO., INC. AND/OR THEIR ENGINEERING CONSULTANTS IS ONLY DBL. 6x2 1/2 BOXED 12"x3 1/2 - RESPONSIBLE FOR THE CONTENTS OF THESE DRAWINGS AND STRUCTURAL CALCULATIONS AS WED FOR CODE COMPLIANCE 5. STEEL ROOF DECK PROVIDED FOR THIS PROJECT. BAJA CONSTRUCTION CO., INC. AND THEIR ENGINEERING COLUMNS PURLIN Approvedt STEEL ROOF DECK SHALL BE AEP "ALTA-RIB" (IAPMO ESR-309) OR EQUAL PANEL, CONSULTANTS ARE NOT CONSIDERED THE ENGINEER OF RECORD FOR ANYTHING OTHER THAN OTC. CONFORMING TO THE SPECIFICATIONS 2007 AISI-NAS COLD-FORMED STEEL DESIGN MANUAL: THE PREFABRICATED STEEL SYSTEM CANOPY/CARPORT/RV & BOAT STORAGE/OR MINIMUM YIELD STRENGTH OF 80 KSI AND MINIMUM TENSILE STRENGTH OF 82 KSI. MINI-STORAGE SYSTEMS THAT IS SHOWN ON THESE PLANS. MEMBER PROFILES pernit A N 6. LIGHT GAUGE STRUCTURAL STEEL FRAMING THESE PLANS ARE APPLICABLE ONLY TO THE SPECIFIC PROJECT NOTED ON THE PLANS. IN Akddrese. � f� ALL LIGHT GAGE STEEL FRAMING MEMBERS TO BE SUPPLIED BY ASC PROFILES (AEP SPAN), ADDITION, THESE PLANS ARE ONLY APPLICABLE TO THIS PROJECT PROVIDED BAJA SEE SCHEDULE FOR MEMBER THICKNESS (GA) Suite#t rn CONSTRUCTION PROVIDES AND INSTALLS ALL MATERIAL SPECIFIED HEREIN. CITY OF LOS ANGELES APPROVED .FABRICATOR ID#1892 OR OTHER MANUFACTURERS W/ � � EQUIVALENT QUALIFICATIONS. 10. ALTERNATE FOOTING y �t� Dater «v 2 O U IF THE ALTERNATE FOOTING SHOWN IN THIS DRAWING IS REQUIRED, THERE WILL BE AN OFFICE COPY � -v ADDITIONAL CHARGE FROM BAJA CONSTRUCTION. 1` L_ y O t 4) Use4- O IL o 90'-0" 36'-0" 9'-0" 18'-0" ol 18'-0" ol 18'-0" 18'-0" 9'-0" 9'-0" 18'-0" 9'-0"'01 ol 3- 3 TIES AT COLUMN,ll 4o I` CO > ROOF DECK A COLUMN, SEE COLUMN, SEE ROOF DECK A TOP 6 AND THE i I i SEE CHEDUL i I i COLU N; I i i S�EUCHEDULE V > c SEE SCHED. SCHED., TMP. SCHED., TMP. SEE SCHED. REST ®12"o.c. i i i i SEE CHEDULE i I 1 0- C = m EQ." i i E � m o O FINISH GRADE FINISH GRADE I I Q o / FINISH �- o I o ,� _III-11I-Mr-1I °I I II1=IIITI =1II_ =11I-1IITIII-IIIA I I II1=1II-1I1-111=' I I TRANS. BAR `t v '� '�' '�' _ _T- _ _ �� _ _ _ '� d v _ _ _ _ -III-I 1=III-' -III-I �I I I 1=III-' GRADE I I O I I I I LONGIT. 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