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Home My WebLink About1115 W Highland St - Plan1115 HIGHLAND ST SANTA ANA CA 92703 Work Description BEAM DESIGN Code 2022 California Building Code W/ Local Amendments Job Number 24-XXX Date 9-Dec-24 We are engaged in providing structural calculations and consultation in relation to the above-described project. We have no authority insofar as contractor or owner’s personnel are concerned. It is solely the responsibility of the owner and/or contractor to observe all safety ordinances for protection of personnel. In making use of this document, the contractor/owner agree to hold our company harmless from all costs of litigation that may arise out of alleged damages or injuries associated with the work defined by this document. The designer provided all information regarding this project to our company. We did not make any inspection or investigation of the site. The calculations and details provided in this document are applicable only if the information provided to us is adequate and reflective of field conditions. In case of any discrepancies, please contact us immediately. MCE2020@GMAIL.COM Tel: (562) 866-3625 STRUCTURAL CALCULATIONS Midcities Engineering 9744 Maple St. Suite # 101 Bellflower, CA 90706 www.MidCitiesEngineering.com Job Address Responsibility 1115 W Highland St 1/15/2025 Page Cover Page Seismic Analysis S1-S2 Anchor Bolt Design A1-A2 Knee Bracing Analysis K1 Guard Rail Design GR1 Foundation Design F1 Base Plate Design BP1 C chanel connection to wall C1 Table of Contents Subject 1115 W Highland St 1/15/2025 !"#$%&'&()*$+,$-./&01.2$*103$.43(&01.2*$5166$)1*/.201273$&0$889:;4<$=>?"@$.2$A3/3<+3($B8C$DEDF GHIHJKLMNOMPQRHSTQU VWXYZ[\]^_`YaXbc`^ deeYWffg hhhiMGTjklHUKMmSnMmHUSHMoUHnMpoMqrstunMvmo w``Yec^XbWfg uuxsusyqinMzhhsx{{hityr |}W~Xbc`^g {rMS €caWfbXa g rtryzhrzty‚tqƒhrƒyqxsi{„ …X†XYe\€‡ Wg mˆTL‰TR ŠW_WYW^ZW\‹`ZŒaW^bg omp szhŽ Šcf \wXbW `Y‡g ‘‘ VcbW\w}Xffg ’zKˆH“lS ”•–—˜™š•›•œšžš›– ŸXaW X}ŒW ‹WfZYc bc`^ mm hxrqu ¡p ¢MjJQ“UKM‰QSTQUM£¤ˆJTQK¥txrL¦ mh txyŽr ¡p ¢MjJQ“UKM‰QSTQUM£¤ˆJTQK¥hxtL¦ m¡m hxiir mTSˆz‰QKTTˆKML¤ˆRSJHlMHRRˆlˆJHSTQUM§Hl“ˆ m¡h ¨MU“ll mTSˆz‰QKTTˆKML¤ˆRSJHlMHRRˆlˆJHSTQUM§Hl“ˆ m’m hxtui ©“‰ˆJTRMLˆTL‰TRMKˆLTjUM§Hl“ˆMHSMtxrLMmo m’h ¨MU“ll ©“‰ˆJTRMLˆTL‰TRMKˆLTjUM§Hl“ˆMHSMhxtLMmo ª«¬«¬®¯°±²«³³´µ´¶ ·¸¹¹—ž—º»•¼™½»¾º›œ•ž—º» ŸXaW X}ŒW ‹WfZYc bc`^ m’p ¨MU“ll mˆTL‰TRMKˆLTjUMRHSˆjQJO ¿H hxr mTSˆMH‰¤lTTRHSTQUMHRSQJMHSMtxrL ¿§¨MU“ll mTSˆMH‰¤lTTRHSTQUMHRSQJMHSMhxtL p¢m txqr{ pQˆTRTˆUSMQMJTLÀM£txrL¦ p¢h txqri pQˆTRTˆUSMQMJTLÀM£hxtL¦ ÁÂÃÄÅ ÆÇÈÉÊÇËÇÉÌÍÎÍÏÉÐÑÇÒÓÔÕÉÌÍÎÍÏÉÖ×ÔØÙÚ 1115 W Highland St 1/15/2025 !" 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() **$$# %$& $+, )( #-.$ %/**0 1 0 $& $2 $ 3 %$& '! **$$# %$& +, (( #-.$ %/**0 1 0 $& 2 $ 3 %$& ( $ 3 %& 4567756789:;<5==>?>@ ABCDECFGHIFDJKLJMNICLDBCECDOPDQPADECRHCMIDNKSDFINICDTEDHTMNHDNUCKLUCKIFDITDIBCDVNHGCFDTEDNKSDLCHJKCNIJTKDHJKCFDUNLCDLGEJKWDIBCDXGJHLJKWDMTLCDNLTYIJTKDYETMCFFZD[FCEFDFBTGHLDMTKRJEUDNKS TGIYGIDTXINJKCLDRETUDIBJFDITTHD\JIBDIBCDHTMNHD]GIBTEJISD^NVJKWD_GEJFLJMIJTKDXCRTECDYETMCCLJKWD\JIBDLCFJWKZ `HCNFCDKTICDIBNIDIBCD]AaD^NbNELFDXSDcTMNIJTKD\CXFJICD\JHHDKTIDXCDGYLNICLDITDFGYYTEID]daeDfghhZDiJKLDTGID\BSZ jklmnokpqr ,.$ 3 *0- + 3 0 $2 $s * 3 $ s- - $ -$t *$ $* 3 * u! $$$$*$$$ $$*0*0$0!- $ - $-* $ 0$ t- 13 $0u$*0*0*0 $- $ $$$! $ -- $ -$ - $v $- $$$u-3 1 t - u$*$ - $ w $- $$$ 0- $$- 3 *0-$t *$ +$ $- -$t *$ $$ *0$$-$ +$ - -$t *$ $03*0- 3 * * $ $$* * 3 - *$ $* *0 x - 1115 W Highland St 1/15/2025 STEEL STAIR-A 1115 HIGHLAND ST STEEL STAIR WLL = 100 PSF WD.L = 100 PSF L stringer=12.25 ft WDL = 25 PSF WL.L = 125 PSF L landing=0.00 ft STRINGER W stringer=4.00 ft WD.L = 25 4.00 =100 #/ft W landing=0.00 ft WL.L = 100 4.00 =400 #/ft H=8.33 ft WD.L = 50.0 #/ft (PER ONE STRINGER) WL.L = 200.0 #/ft (PER ONE STRINGER) STRINGER DESIGN DEAD WEIGHT:1225 lbs LANDING DESIGN DEAD WEIGHT:0 lbs TOTAL DEAD WEIGHT:1225 lbs TOTAL WEIGHT OF STAIR + LIVE LOAD ON STRINGER = 6125 lbs 1-SEISMIC DESIGN CALCULATIONS : Calculation for Lateral load V= CsW (Seismic Lateral load) *For non building systems the seismic response coefficient WHERE: 1- Fp = 0.4*ap*SDs*Wp*[1+2(Z/h]/[R/I]ap = 1 (ASCE 13.5-1) SDs =2/3*Sms MAXIMUM:Wp = 2- Fp = 1.6*SDs*Ip*Wp (ASCE 13.3-2)Z = 8.33 h = 8.33 MINIMUM:R =1.5 3- Fp=0.3*SDs*Ip*Wp (ASCE 13.3-3)Ip = 1.5 SHEET OF CALCULATION 12/9/2024 SANTA ANA, CA 92703 DATE PROJECT NAME 1115 HIGHLAND ST SANTA ANA, CA 92703 1225 lbs SUBJECT STEEL STAIR PROJECT ADDRESS **==== * * ** S1 1115 W Highland St 1/15/2025 STEEL STAIR-A SITE LOCATION: Longitude:33.73749 Latitude:-117.8815 Ss=1.293 S1=0.462 SDs=1.035 R=1.5 W=1225 lbs 1- Fp =1521 lbs 2- Fp =3043 lbs MAX. 3- Fp =571 lbs MIN. GOVERNS:1521.5 lbs VERTICAL COMPONENT: Fv = 0.2*SDs*Wp (ASCE 12.4-4) Fv = 254 lbs THE STAIR IS SUPPORTED AT 2 POINTS (STRINGER BASE AND 1-POST) VERTICAL COMPONENT FROM SEISMIC PER 2 POINT SUPPORT = 126.8 lbs VERTICAL COMPONENT FROM SEISMIC PER 1 POST = 126.8 lbs HORIZONTAL COMPONENT FROM SEISMIC PER 2 POINT SUPPORT = 760.7 lbs HORIZONTAL COMPONENT FROM SEISMIC PER 1 POST = 760.7 lbs GRAVITY LOADS:D.L=100 HORIZONTAL COMPONANT D.L :1.91 10.33 8.33 10.33 =708 H 708 517 HD.L=877 lbs THEN HD.L=439 lbs (PER ONE POST)L.L=400 HORIZONTAL COMPONANT L.L :1.91 10.33 8.33 10.33 =2830 H 2830 2066 HL.L=3509 lbs THEN HL.L=1755 lbs (PER ONE POST) PER ONE POST (PER 1 BOLT) TOTAL HORIZONTAL COMPONANT (OWN WT + SEISMIC) = 2954 lbs 739 TOTAL VERTICAL COMPONANT (OWN WT + SEISMIC) = 3247 lbs 812 S2 1115 W Highland St 1/15/2025 Anchor Bolts INPUT DATA & DESIGN SUMMARY CONCRETE STRENGTH fc'=2.5 ksi SPECIFIED STRENGTH OF FASTENER futa =60 ksi (The strength of most fastenings is likely to be controlled by the embedment strength rather than the steel strength, so it is usually economical to use ASTM A307 Grade A fastener.) FACTORED DESIGN TENSION LOAD Nua =1.137 k (*1.4) FACTORED DESIGN SHEAR LOAD Vua =1.034 k (*1.4) EFFECTIVE EMBEDMENT DEPTH hef =10.000 in FASTENER DIAMETER d =0.500 in FASTENER HEAD TYPE 3 Hex ( 1=Square, 2=Heavy Square, 3=Hex, 4=Heavy Hex, 5=Hardened Washers ) DIST. BETWEEN THE FASTENER AND EDGE c =5.625 in [THE FASTENER DESIGN IS ADEQUATE.] SEISMIC LOAD ? (ACI 318-14 SEC 17.2.3)YES ANALYSIS EFFECTIVE AREA OF FASTENER Ase =0.142 in2 BEARING AREA OF HEAD Ab =0.291 in2, ( or determined from manufacture's catalogs.) CHECK FASTENER TENSILE STRENGTH : (ACI 318, SEC 17.4.1.2) =4.793 k >Nua [Satisfactory] where :f =0.75 x 0.75 =0.5625 , (ACI 318-14 SEC 17.2.3.4.4) CHECK CONCRETE BREAKOUT STRENGTH : (ACI 318, SEC 17.4.2.1) =11.923 k >Nua [Satisfactory] where :f =0.75 x 0.75 =0.5625 yc,N term is 1.0 for location where concrete cracking is likely to occur. CHECK PULLOUT STRENGTH : (ACI 318, SEC 17.4.3.1) =3.274 k >Nua [Satisfactory] where :f =0.75 x 0.75 =0.5625 ycp,N term is 1.0 for location where concrete cracking is likely to occur. CHECK SIDE-FACE BLOWOUT STRENGTH : (ACI 318, SEC 17.4.4.1) =13.655 k >Nua [Satisfactory] where :f =0.75 x 0.75 =0.5625 DETERMINE DESIGN TENSILE STRENGTH : =3.274 K CHECK FASTENER SHEAR STRENGTH : (ACI 318, SEC 17.5.1.2) =2.492 k >Vua [Satisfactory] where :f =0.65 x 0.75 =0.4875 (for built-up grout pads, first factor shall be multiplied by 0.8, ACI 318 17.5.1.3) CHECK CONCRETE BREAKOUT STRENGTH FOR SHEAR LOAD : (ACI 318, SEC 17.5.1.2) =3.381 k >Vua [Satisfactory] where :f =0.75 x 0.75 =0.5625 yc,V term is 1.0 for location where concrete cracking is likely to occur. AV / AVo and ycd,V terms are 1.0 for single shear fastener not influenced by more than one free edge. l term is load bearing length of the anchor for shear, not to exceed 8d. PROJECT NAME Single Fastener in Tension and Shear Near an Edge Based on ACI 318-14 MIDCITIES STEEL STAIR SUBJECT LATERAL ANALYSIS PROJECT NUMBER ADDRESS DATE 1115 HIGHLAND ST 12/9/2024 SHEET OF CALCULATION ()ses utanfNAf f= ()()'1.5 , , ,2 0.30.7 241.59 N N cb b efed N c N c N c No efef cA A fN N hhA hf f fy y y = = +   ()' ,8bpncp N cfNAf fy= ()'160 bsb ccfNAff= ()min , , ,n s cb pn sbN N N N Nfffff= 0.6 ses utnfVAff= 0.2 '1.5 , , , ,7V V cb bcd V c V cd V c V c Vo Vo lA A d fV V cdA Af f fy y y y   = =      A3 1115 W Highland St 1/15/2025 Anchor Bolts (Cont'd) CHECK PRYOUT STRENGTH FOR SHEAR LOAD : (ACI 318, SEC 17.5.3.1) =23.847 k >Vua [Satisfactory] where :f =0.75 x 0.75 =0.5625 yc,N term is 1.0 for location where concrete cracking is likely to occur. kcp =2.0 for hef > 2.5 in. DETERMINE DESIGN SHEAR STRENGTH : =2.492 K CHECK TENSION AND SHEAR INTERACTION : (ACI 318, SEC 17.6) Since Nua >0.2 f Nn and Vua >0.2 f Vn the full design strength is not permitted. The interaction equation must be used 0.76 <1.2 [Satisfactory] Summary of Dimensional Properties of Fasteners Effective Gross Area of Area of Threaded Fastener Fastener Heavy Heavy Hardened ( in2 )( in2 )Square Hex Washers 0.250 1/4 0.049 0.032 0.142 0.201 0.117 0.167 0.258 0.375 3/8 0.110 0.078 0.280 0.362 0.164 0.299 0.408 0.500 1/2 0.196 0.142 0.464 0.569 0.291 0.467 0.690 0.625 5/8 0.307 0.226 0.693 0.822 0.454 0.671 1.046 0.750 3/4 0.442 0.334 0.824 1.121 0.654 0.911 1.252 Technical Reference: 0.875 7/8 0.601 0.462 1.121 1.465 0.891 1.188 1.804 1. Ronald Cook, "Strength Design 1.000 1 0.785 0.606 1.465 1.855 1.163 1.501 2.356 of Anchorage to Concrete," PCA, 1.125 1 1/8 0.994 0.763 1.854 2.291 1.472 1.851 2.982 1999. 1.250 1 1/4 1.227 0.969 2.288 2.773 1.817 2.237 3.682 1.375 1 3/8 1.485 1.160 2.769 3.300 2.199 2.659 4.455 1.500 1 1/2 1.767 1.410 3.295 3.873 2.617 3.118 5.301 1.750 1 3/4 2.405 1.900 ---4.144 6.541 2.000 2 3.142 2.500 ---5.316 7.903 HexSquare( in ) Fastener Diameter Bearing Area of Heads, Nuts, and Washers ( Ab ) ( in2 ) ()()'1.5 , , ,2 0.30.7 241.59 N N cp cp b cp efed N c N c N c No efef cA A fV k N k hhA hf f fy y y = = +   ()min , ,n s cb cpV V V Vffff= ua ua n n N V N Vf f+ = A4 1115 W Highland St 1/15/2025 KNEE BRACING (K)(STAIR-A) V =1521 N =2663 STEEL POST KNEE BRACING:P =4841 l =1.5 V (TOTAL) = # OF POSTS H =3423 HEIGHT OF POST: h = HEIGHT OF BRACING: l =h =6.75 USE 4x4 STEEL POST W/KNEE BRACING PER DETAIL 3/S1 FORCE PER POST @ BOTTOM =F = V/nb of post F =761 lbs =761 HORI. COMPONENET OF FORCE IN KNEE BRACING = H =3423 lbs FORCE ON NAILED CONNECTION = P =4841 lbs FORCE AT TOP OF POST = N =2663 lbs CHECK FOR SHEAR ON STEEL WELD: USE STEEL PLATE WELDED TO CANOPY T =3423 lbs Use Weld 3/16 E70 (SMAW) Strength of Weld =2.78 kips/ linear in Lw needed = Tension / Strength of Weld =1.231 in Lw Actual =8 in T Actual =22.24 kips >3.42 kips OK 12/9/2024 SHEET OF CALCULATION 2 6.75 ft LATERAL ANALYSIS PROJECT NUMBER MIDCITIES DATE SUBJECT 1115 HIGHLAND ST PROJECT NAME 1115 HIGHLAND ST SANTA ANA, CA 92703 STEEL STAIR ADDRESS 1.50 ft 1521 lbs K5 1115 W Highland St 1/15/2025 GAURDRAIL Hand Rails and Guard Rail design (Per CBC2022) DESIGN FOR THE GREATER (50 LB/FT OR 200 LBS CONCENTRATED) LATERAL LOAD 200 lb (GREATER)200 SPACING OF POST 4 ft O.C QUARD RAIL HEIGHT 42 in 3.5 ft I)Mc=200 42 8400 #-in T=C=8400 1.5 5600 # CHECK FOR TENSION ON STEEL WELD:(SEE DET 2a) T =5.60 kips Use Weld 3/16 E70 (SMAW) Strength of Weld =2.78 kips/ linear in Lw needed = Tension / Strength of Weld =2.01 in Lw Actual =6 in T Actual =16.68 kips >5.60 kips OK TS 1-1/2"X STRONG @ 4' O.C DESIGN CHECK: S=0.390 IN3 BENDING IN PIPE: fb=8400 0.390 =21538 >21600PSI OK ADDRESS DATE GUARD RAIL DESIGN 12/9/2024 PROJECT NAME SUBJECT PROJECT NUMBER = = == *= = Mp 3' - 6 " 34 " - 3 8 " 11 2" 3 16" GR6 1115 W Highland St 1/15/2025 PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY : INPUT DATA & DESIGN SUMMARY AXIAL LOAD OF COMPRESSION P a =7 kips, ASD STEEL PLATE YIELD STRESS F y =60 ksi CONCRETE STRENGTH f c ' =2.5 ksi COLUMN SIZE =>HSS4X4X3/16 BASE PLATE SIZE N =10 in B =10 in AREA OF CONCRETE SUPPORT A 2 =576 in2 (geometrically similar to and concentric with the loaded area.) USE 10 x 10 1/4 in thick plate MIN. ANALYSIS CHECK BEARING PRESSURE (AISC 360-16 J8) 170.00 kips >Pa Where A 1 =100 in2, actual area of base plate.[Satisfactory] Wc =2.50 DETERMINE VALUES OF m, n, n', X , and l (AISC 16th Page 14-5) m = 0.5 (N - 0.95 d) =3.10 in n = 0.5 (B - 0.95 b ) =3.10 in n' = 0.25 (d b )0.5 =1.00 in 0.04 0.21 Where d =4.00 in, depth of column section. b =4.00 in, width of column section. DETERMINE REQUIRED THICKNESS OF BASE PLATE (AISC 16th Page 14-6) 0.19 in Where l = MAX ( m, n, ln' ) =3.10 in Tube Base Plate Design Based on AISC Manual 16th Edition (AISC 360-16) 12/9/2024 1115 HIGHLAND ST SANTA ANA, CA '1 2 1 / 0.85 , 1 , 1.7cp c c f A AMIN MAXP A   = = W   W     ()2 4 , 1c a p db PX MIN Pd b   W  = =  +   2 , 11 1 XMIN Xl = =  + −  min 3.33 a y PltBNF= = BP1 1115 W Highland St 1/15/2025 FOUNDATION ANALYSIS (F) FOUNDATION ANALYSIS AND DESIGN SOIL BEARING PRESSURE IS LIMITED TO (PER TABLE 1806.2-UNLESS A SOIL REPORT IS SUBMITTED) : σ =1500 psf (IN CASE THE FOOTING DEPTH IS EQUAL TO 24" USE 10% INCREASE) 1- CONTINUOUS FOOTING UNIFORM LOAD: 12" WIDE = 15" WIDE = 18" WIDE = 2- CONCENTRATED LOAD ON CONTINUOUS FOOTING LOAD CAPACITY 12" WIDE BY 12" BELOW FINISH GRADE CONCENTRATED LOAD: L = 36 + 3.50 L = 39.5 in W= 3.5 in L = 39.5 x 12 = 474 in x = LBS S.F 15" WIDE BY 18" BELOW FINISH GRADE L = 48 + 3.50 D L = 51.5 in L = 51.5 x 15 = 772.5 in x = LBS S.F L=2*D+W D= FOOTING HIGHT+6" 18" WIDE BY 24" BELOW FINISH GRADE L = 60 + 3.50 L = 63.5 in L = 63.5 x 18 = 1143 in x = LBS S.F 3- CONCENTRATED LOAD ON PAD FOOTING, LOAD CAPACITY 12" DEEP Pall = 2.25 ft x σ Pall = 4 ft x σ 42" SQ Pall = lb 18SQ Pall = 3375 lb 24SQ Pall = 6000 lb 44" SQ Pall = lb 48" SQ Pall = lb Pall = 6.25 ft x σ Pall = 9 ft x σ 54" SQ Pall = lb 30SQ Pall = 9375 lb 36SQ Pall = 13500 lb Pall = 11.11 ft x σ 40SQ Pall = 16665 lb PAD FOOTING DESIGN: ASSUME ALLOWABLE SOIL PRESSURE = 1500 PSF PER TABLE 18-1-1 REACTION STATUS FOUND R CAPACITY 3423 NO FOUND 0.00 FOUNDATION ANALYSIS SHEET OF CALCULATION 5326 ELVIRA RD WOOD HILLSPROJECT NAME SUBJECT PAD DESIGN PROJECT NUMBER ADDRESS DAT 1115 HIGHLAND ST 12/9/202 1500 lb/ft (F1) 24"*24"*24"2.28 S.F 2250 lb/ft 1875 lb/ft PAD AREA 8.73 3.29 5.36 PAD NAME 4937.50 8046.88 13096.88 18375 20166 24000 30375 MEMBERS C6X8.5 POINT LAOD A = R/1500 ft2 σ 144 σ 144 σ 144 F1 1115 W Highland St 1/15/2025 DATE: 7/26/2023 COMPANY: Mid-Cities EngineeringSTRUCALC BUILD: StruCalc Pro DESIGNED BY: Mid Cities EngineersCUSTOMER:REVIEWED BY: Mid Cities EngineersPROJ. ADDRESS:-- PROJECT SUMMARY Project Name: 24-XXX 1115 HIGHLAND ST SANTA ANA, CA 92703 (STEEL STAIR)(12-4-24) Governing Codes:Building Code: 2021 International Building CodeASCE: ASCE 7-16Steel: AISC 360-16Concrete: ACI 318-19Masonry: TMS 402/602-16 Page 1 2021 International Building Code ASDPROJECT: 24-XXX 1115 HIGHLAND ST SANTA AN... Module Location: 4X4X3/16 STEEL POST (STAIR-A)Module Level: StruCalc Members Module Type: Column Material Type: Steel HSS Square HSS4x4x.313 Member Dimensions: 4 in. X 4 in. X 6.75 ft Section Adequacy:77.43% Controlling Factor: Bending-Compression Module Location: EX. C6X8.2 STRINGERModule Level: StruCalc Members Module Type: Floor Beam Material Type: Steel C Shapes C6x8.2 Member Dimensions: 1.92 in. X 6 in. X 12.24 ft Section Adequacy:56.89% Controlling Factor: Moment Y 1115 W Highland St 1/15/2025 PASS DATE: 7/26/2023 COMPANY: Mid Cities EngineersSTRUCALC BUILD: StruCalc Pro DESIGNED BY: Mid Cities EngineersCUSTOMER:REVIEWED BY: Mid Cities EngineersPROJ. ADDRESS: --PROJECT NAME: 24-XXX 1115 HIGHLAND ST SANTA ANA, CA ....--LEVEL: StruCalc Members LOADING: ASDMEMBER NAME: 4X4X3/16 STEEL POST (STAIR-A) CODE: 2021 International Building CodeMEMBER TYPE: COLUMN AISC: AISC 360-16MATERIAL: Steel HSS Square HSS4x4x.313 A500 Gr.B-46 4X4X3/16 STEEL POST (STAIR-A) DIAGRAM COLUMN PROPERTIES Start(ft) 0 End(ft): 6.75 Es x10³ Fy x10³ Fu x10³ Area Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 46 58 4.1 9.14 9.14 5.59 5.59 15.3 0 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in) Flexure Flexure Compression Compression Cv Cv_WA 173 4651 Compact Compact Non-Slender Non-Slender 1 1 COLUMN DATA Unbraced Length Column End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 6.75 6.75 6.75 0 0 92.57 12.83 12.83 30.11 50.28 1.39 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Compressive Force (lbf) Bending-Compression (Unit) PASS/FAIL PASS (93.8%) PASS (78.4%) PASS (94.9%) PASS (77.4%) MAGNITUDE -1863.6 2767.5 4758.5 0.23 STRENGTH 30106.5 12831.3 92574.1 1.00 LOCATION (ft) 5.265 5.197 0 0 AISC CODE G4-1 F7-1 E3-1 H1-1b LOAD COMBO D+0.7E(+) D+0.7E(+) D+L D+0.7E(+) REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE SEISMIC + TOTALZ axis A 1858 2901 0 4759 B 0 0 0 0 Y axis A 0 0 761 761 B 0 0 2662 2662 Reaction Location A BLOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (lbf) Point 3423 - 5.25 - SeismicPlus Y Self Weight (lbf/ft) - 14.83 14.83 0 6.75 Dead Z Page 2 2021 International Building Code ASDPROJECT: 24-XXX 1115 HIGHLAND ST SANTA AN... 1115 W Highland St 1/15/2025 LINKED LOAD LIST Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Axial (lbf) EX. C6X8.2 STRINGER B -878.891 -878.891 6.75 6.75 Dead Z Axial (lbf) EX. C6X8.2 STRINGER B -878.891 -878.891 6.75 6.75 Dead Z Axial (lbf) EX. C6X8.2 STRINGER B -1450.316 -1450.316 6.75 6.75 Live Z Axial (lbf) EX. C6X8.2 STRINGER B -1450.316 -1450.316 6.75 6.75 Live Z Page 3 2021 International Building Code ASDPROJECT: 24-XXX 1115 HIGHLAND ST SANTA AN... Member Name: 4X4X3/16 STEEL POST (STAIR-A)1115 W Highland St 1/15/2025 PASS DATE: 7/26/2023 COMPANY: Mid Cities EngineersSTRUCALC BUILD: StruCalc Pro DESIGNED BY: Mid Cities EngineersCUSTOMER:REVIEWED BY: Mid Cities EngineersPROJ. ADDRESS: --PROJECT NAME: 24-XXX 1115 HIGHLAND ST SANTA ANA, CA ....--LEVEL: StruCalc Members LOADING: ASDMEMBER NAME: EX. C6X8.2 STRINGER CODE: 2021 International Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C6x8.2 A36-36 BEAM PROPERTIES Start (ft): 0 End (ft): 12.24 Member Slope: 0/12 Actual Length (ft): 12.24 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³)(in³) (in⁴) (in⁶) 29000 36 58 2.39 6 0.2 0.343 1.92 13.1 0.687 5.16 0.987 0.074 4.7 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in) Flexure Flexure Compression Compression Cv Cv_WA 27 122 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 10.33 0 10.33 0 0 0 0 0 0 0 0 0 1 1.91 0 1.91 0 0 0 0 0 0 0 0 0 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) PASS/FAIL PASS (89.0%) PASS (56.9%) PASS (61.5%) MAGNITUDE -1700.2 3996.3 0.199 (=L/738) STRENGTH 15521.0 9269.5 0.516 (=L/285) LOCATION (ft) 10.282 5.018 5.141 AISC CODE G2-1 F2-1 LOAD COMBO D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 605 998 1603 B 879 1450 2329 C 0 0 0 Reaction Location A B CLOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Trapezoidal (lbf/ft) Trapezoidal 200 200 0 12.24 Live Y Trapezoidal (lbf/ft) Trapezoidal 50 50 0 12.24 Dead Y Trapezoidal (lbf/ft) Trapezoidal 63 63 0 12.24 Dead Y Self Weight (lbf/ft) - 8.2 8.2 0 12.24 Dead Y Page 4 2021 International Building Code ASDPROJECT: 24-XXX 1115 HIGHLAND ST SANTA AN... 1115 W Highland St 1/15/2025 1115 W Highland St 1/15/2025 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 8 19 10 111 12 13 14 15 #2 #3 #4 #9 #8 #5 #7 #6 #1 BUILDING FIRST FLOOR PLAN NEW 42" HIGH STEEL GUARDRAILS NEW EXTENDED STEEL HANDRAIL TO BE EXTENDED 12"+ TREAD DEPTH ON BOTH SIDES OF STAIRCASE EXISTING STEEL STAIRCASE AND AGGREGATE STEPS TO REMAIN EXISTING 3" STEEL POST TO REMAIN 4'3'-6" 12 ' - 3 " 4' - 4 " 4' 33 ' - 4 " NEW 42" HIGH STEEL GUARDRAILS NEW EXTENDED STEEL HANDRAIL TO BE EXTENDED 12"+ TREAD DEPTH ON BOTH SIDES OF STAIRCASE EXISTING STEEL STAIRCASE AND AGGREGATE STEPS TO REMAIN EXISTING 3" STEEL POST TO REMAIN 12 ' - 3 " 4' - 4 " 53 ' - 1 1 " 4'3'-6" 1' - 1 1 " 1' - 1 1 " 3' - 5 " NEW EXTENDED STEEL HANDRAIL TO BE EXTENDED 12"+ TREAD DEPTH ON ONE SIDE OF STAIRCASE NEW EXTENDED STEEL HANDRAIL TO BE RETURNED TO NEWEL POST, TO DO NOT ABSTRACT PATH OF TRAVEL 1' - 1 1 " NEW EXTENDED STEEL HANDRAIL TO BE EXTENDED 12"+ TREAD DEPTH ON BOTH SIDES OF STAIRCASE 12'-1"12'-1" 8'-1" 4'-2" 5' - 3 " NEW 42" HIGH STEEL GUARDRAILS NEW 42" HIGH STEEL GUARDRAILS NEW STEEL POST PER PLANNEW STEEL POST PER PLAN SCALE: 3/16"=1'0" 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 8 19 10 111 12 13 14 15 #11 #12 #13 #14 #18 #17 #15 #10 #16 BUILDING SECOND FLOOR PLAN 4'3'-6" 12 ' - 3 " 4' - 4 " 33 ' - 4 " 12 ' - 3 " 4' - 4 " 54 ' - 1 " 4'3'-6" 12'-1"12'-1" 8'-1" 4' 4'-5" NEW 42" HIGH STEEL GUARDRAILS NEW 42" HIGH STEEL GUARDRAILS NEW 42" HIGH STEEL GUARDRAILS NEW 42" HIGH STEEL GUARDRAILS NEW 42" HIGH STEEL GUARDRAILS NEW 42" HIGH STEEL GUARDRAILS NEW 42" HIGH STEEL GUARDRAILS NEW 42" HIGH STEEL GUARDRAILS NEW 42" HIGH STEEL GUARDRAILS NEW STEEL HANDRAILS TO EXTEND 12" INTO TOP LANDING NEW STEEL HANDRAILS TO EXTEND 12" INTO TOP LANDING NEW STEEL HANDRAILS TO EXTEND 12" INTO TOP LANDING NEW STEEL HANDRAILS TO EXTEND 12" INTO TOP LANDING 1'1' 1'1' 1' 1' 1' 1' SCALE: 3/16"=1'0" WALL LEGEND STRUCTURE TO BE DEMOLISHED AREA TO BE EXCLUDED FROM SCOPE PF WORK EXISTING GUARDRAILS TO BE REPLACED NEW STEEL GUARDRAILS NEW STEEL HANDRAILS EXISTING FENCE TO REMAIN SECOND FLOOR PROJECTION EXISTING WALLS STAIRS TREAD STAIRS TREAD PROJECTION NEW DEX-O-TEX EXISTING ROUND STEEL POST NEW STEEL POST WALL LEGEND STRUCTURE TO BE DEMOLISHED AREA TO BE EXCLUDED FROM SCOPE PF WORK EXISTING GUARDRAILS TO BE REPLACED NEW STEEL GUARDRAILS NEW STEEL HANDRAILS EXISTING FENCE TO REMAIN SECOND FLOOR PROJECTION EXISTING WALLS STAIRS TREAD STAIRS TREAD PROJECTION NEW DEX-O-TEX EXISTING ROUND STEEL POST NEW STEEL POST 1 1 1 5 H I G H L A N D S T S A N T A A N A , C A 9 2 7 0 3 OW N E R 11 1 5 H I G H L A N D S T SA N T A A N A C A , 9 2 7 0 3 REVISION(S) 1 2 3 Scale: Date: Project #:24-260 9-15-2024 PR O J E C T A D D R E S S PR O P E R T Y M A N A G E M E N T : MI D - C I T I E S E N G I N E E R I N G R E S E R V E S I T S C O P Y R I G H T S T O T H E S E P L A N S A N D D R A W I N G S . W R I T T E N P E R M I S S I O N A N D C O N S E N T O F M . C . E . I S R E Q U I R E D P R I O R T O C H A N G I N G , R E P R O D U C I N G , C O P Y I N G I N A N Y F O R M O R M A N N E R W H A T S O E V E R O R A S S I G N I N G T O A N Y T H I R D P A R T Y . ( r e v 1 - 1 - 1 8 ) MI D C I T I E S E N G I N E E R I N G RE S I D E N T I A L C O M M E R C I A L I N D U S T R I A L 97 4 4 M A P L E S T . # 1 0 1 BE L L F L O W E R , C A 9 0 7 0 6 PH : ( 5 6 2 ) 8 6 6 - 3 6 2 5 , F X : ( 5 6 2 ) 2 3 2 - 4 1 2 1 WW W . M I D C I T I E S E N G I N E E R I N G . C O M FLOOR PLAN A1 NOTED 1115 W Highland St 1/16/2025 G.0 T.P1 F.F2 T.P2 8' - 4 " 8' - 0 " 17 ' - 4 " 9' - 4 " 14 13 12 11 10 9 8 7 6 5 4 3 2 1 15 # 4 #3 # 5 #14 #13 #12 #11 14 13 12 11 10 9 8 7 6 5 4 3 2 1 #2 3' - 6 " 3' 3' - 6 " 3' - 6 " 3' 3' - 6 " 3' NEW 42" STEEL GUARDRAILS NEW 42" STEEL GUARDRAILS NEW 42" STEEL GUARDRAILS NEW 42" STEEL GUARDRAILS EXISTING STEEL STAIRCASE TO REMAIN EXISTING STEEL STAIRCASE TO REMAIN NEW STEEL HANDRAILS AT BOTH SIDES OF STAIRCASE TO EXTEND 12"+TREAD DEPTH NEW STEEL HANDRAILS AT BOTH SIDES OF STAIRCASE TO EXTEND 12"+TREAD DEPTHEXISTING STEEL POSTS TO REMAIN NEW STEEL POST FOR ADDITIONAL SUPPORT NEW STEEL HANDRAILS TO EXTEND 12" INTO TOP LANDING NEW STEEL HANDRAILS TO EXTEND 12" INTO TOP LANDING WALL MOUNTED BUILDING EAST ELEVATION SCALE: 3/16"=1'0" NEW BEAM PLEASE SEE SHEET S2 G.0 T.P1 F.F2 T.P2 8' - 4 " 8' - 0 " 17 ' - 4 " 9' - 4 " 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 G.0 T.P1 F.F2 T.P2 8' - 4 " 8' - 0 " 17 ' - 4 " 9' - 4 " 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 3' - 6 " 3' - 6 " EXISTING STEEL STAIRCASE TO REMAIN EXISTING STEEL STAIRCASE TO REMAINEXISTING STEEL STAIRCASE TO REMAIN EXISTING STEEL STAIRCASE TO REMAIN NEW STEEL POST FOR ADDITIONAL SUPPORT NEW STEEL POST FOR ADDITIONAL SUPPORT NEW 42" STEEL GUARDRAILS NEW 42" STEEL GUARDRAILS NEW 42" STEEL GUARDRAILS NEW 42" STEEL GUARDRAILS BUILDING SOUTH ELEVATION SCALE: 3/16"=1'0" G.0 T.P1 F.F2 T.P2 8' - 4 " 8' - 0 " 17 ' - 4 " 9' - 4 " 14 13 12 11 10 9 8 7 6 5 4 3 2 1 15 #7 # 8 #6 #15 #16 #17 #18 14 13 12 11 10 9 8 7 6 5 4 3 2 1 # 9 3' - 6 " 3' - 6 " 3'3' - 6 " 3' 3' - 6 " 3' - 6 " NEW STEEL HANDRAILS AT BOTH SIDES OF STAIRCASE TO EXTEND 12"+TREAD DEPTH WALL MOUNTED NEW STEEL HANDRAILS AT BOTH SIDES OF STAIRCASE TO EXTEND 12"+TREAD DEPTH EXISTING STEEL STAIRCASE TO REMAIN EXISTING STEEL STAIRCASE TO REMAIN NEW STEEL POST FOR ADDITIONAL SUPPORT EXISTING STEEL POSTS TO REMAIN NEW 42" STEEL GUARDRAILS NEW 42" STEEL GUARDRAILS NEW 42" STEEL GUARDRAILS NEW 42" STEEL GUARDRAILS NEW 42" STEEL GUARDRAILS NEW STEEL HANDRAILS TO EXTEND 12" INTO TOP LANDING WALL MOUNTED NEW STEEL HANDRAILS TO EXTEND 12" INTO TOP LANDING BUILDING WEST ELEVATION SCALE: 3/16"=1'0" NEW BEAM PLEASE SEE SHEET S2 1 1 1 5 H I G H L A N D S T S A N T A A N A , C A 9 2 7 0 3 OW N E R 11 1 5 H I G H L A N D S T SA N T A A N A C A , 9 2 7 0 3 REVISION(S) 1 2 3 Scale: Date: Project #:24-260 9-15-2024 PR O J E C T A D D R E S S PR O P E R T Y M A N A G E M E N T : MI D - C I T I E S E N G I N E E R I N G R E S E R V E S I T S C O P Y R I G H T S T O T H E S E P L A N S A N D D R A W I N G S . W R I T T E N P E R M I S S I O N A N D C O N S E N T O F M . C . E . I S R E Q U I R E D P R I O R T O C H A N G I N G , R E P R O D U C I N G , C O P Y I N G I N A N Y F O R M O R M A N N E R W H A T S O E V E R O R A S S I G N I N G T O A N Y T H I R D P A R T Y . ( r e v 1 - 1 - 1 8 ) MI D C I T I E S E N G I N E E R I N G RE S I D E N T I A L C O M M E R C I A L I N D U S T R I A L 97 4 4 M A P L E S T . # 1 0 1 BE L L F L O W E R , C A 9 0 7 0 6 PH : ( 5 6 2 ) 8 6 6 - 3 6 2 5 , F X : ( 5 6 2 ) 2 3 2 - 4 1 2 1 WW W . M I D C I T I E S E N G I N E E R I N G . C O M ELEVATION PLAN A 2 NOTED 1115 W Highland St 1/16/2025 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 8 19 10 111 12 13 14 15 2-STOTY RESIDENCE 2-STOTY RESIDENCE LAUNDRY ROOM PROPERTY LINE 150.00' PR O P E R T Y L I N E 1 5 0 . 0 0 ' 2-STOTY RESIDENCE SCALE: 1/4"=1'0" AREA OF WORK 43 ' - 2 " 18'-5" 19 ' 5' 5' 19'-5" EX. SITE PLAN SCALE: 1/8"=1'0" 1115 HIGHLAND ST 11 1 5 H I G H L A N D S T SA N T A A N A , C A 9 2 7 0 3 OW N E R 11 1 5 H I G H L A N D S T SA N T A A N A C A , 9 2 7 0 3 REVISION(S) 1 2 3 Scale: Date: Project #:24-260 9-15-2024 PR O J E C T A D D R E S S PR O P E R T Y M A N A G E M E N T : MI D - C I T I E S E N G I N E E R I N G R E S E R V E S I T S C O P Y R I G H T S T O T H E S E P L A N S A N D D R A W I N G S . W R I T T E N P E R M I S S I O N A N D C O N S E N T O F M . C . E . I S R E Q U I R E D P R I O R T O C H A N G I N G , R E P R O D U C I N G , C O P Y I N G I N A N Y F O R M O R M A N N E R W H A T S O E V E R O R A S S I G N I N G T O A N Y T H I R D P A R T Y . ( r e v 1 - 1 - 1 8 ) MI D C I T I E S E N G I N E E R I N G RE S I D E N T I A L C O M M E R C I A L I N D U S T R I A L 97 4 4 M A P L E S T . # 1 0 1 BE L L F L O W E R , C A 9 0 7 0 6 PH : ( 5 6 2 ) 8 6 6 - 3 6 2 5 , F X : ( 5 6 2 ) 2 3 2 - 4 1 2 1 WW W . M I D C I T I E S E N G I N E E R I N G . C O M 1. THE ORGANIZATION OF THE SPECIFICATIONS INFO DIVISIONS, SECTIONS AND ARTICLES, AND THE ARRANGEMENTS OF DRAWINGS SHALL NOT CONTROL THE CONTRACTOR IN DIVIDING THE WORK AMONG SUBCONTRACTORS OR IN ESTABLISHING THE EXTENT OF WORK TO BE PERFORMED BY ANY TRADE. 2. ALL MATERIALS AND WORK SHALL CONFORM TO ALL GOVERNING BUILDING CODES AND REGULATIONS. 3. THE CONTRACTOR SHALL ALL TIMES KEEP THE PREMISES FREE FROM ACCUMULATIONS OF WASTE MATERIALS OR RUBBISH CAUSED BY HIS EMPLOYEES OR WORK, AND AT THE COMPLETION OF THE WORK, HE SHALL REMOVE ALL HIS RUBBISH FROM AND ABOUT THE BUILDING AND ALL HIS TOOLS, SCAFFOLDING AND SURPLUS MATERIALS AND SHALL LEAVE HIS WORK BROOM CLEAN OR ITS EQUIVALENT, UNLESS MORE EXACTLY SPECIFIED. IN CASE OF DISPUTE, THE OWNER MAY REMOVE THE RUBBISH AND CHARGE THE COST TO THE CONTRACTOR AS THE ARCHITECT MAY DETERMINE. 4. THESE DRAWINGS DO NOT PURPORT TO SHOW ALL EXISTING (E) CONDITIONS, EXISTING ITEMS TO BE REMOVED, INTERFACE BETWEEN EXISTING AND NEW. FURTHER, MANY EXISTING CONDITIONS WERE BASED ON ORIGINAL AND/ OR "AS-BUILT" DRAWINGS GENERATED FROM NONDESTRUCTIVE FIELD SURVEYS. ALTHOUGH THE BASIC INFORMATION IS ACCURATE, ACTUAL SITE CONDITIONS MAY VARY. 5. THE CONTRACTOR SHALL CAREFULLY STUDY AND COMPARE THE CONTRACT DOCUMENTS WITH EACH OTHER AND WITH INFORMATION FURNISHED BY THE OWNER AND SHALL AT ONCE REPORT TO THE ARCHITECT ERRORS, INCONSISTENCIES OR OMISSIONS DISCOVERED. THE CONTRACTOR SHALL NOT BE LIABLE TO THE OWNER OR ARCHITECT FOR DAMAGE RESULTING FROM ERRORS, INCONSISTENCIES OR OMISSIONS IN THE CONTRACT DOCUMENTS UNLESS THE CONTRACTOR RECOGNIZED SUCH ERROR, INCONSISTENCY OR OMISSION AND KNOWINGLY FAILED TO REPORT IT TO THE ARCHITECT. IF THE CONTRACTOR PERFORMS ANY CONSTRUCTION ACTIVITY KNOWING IT INVOLVES A RECOGNIZED ERROR, INCONSISTENCY OR OMISSION IN THE CONTRACT DOCUMENTS WITHOUT SUCH NOTICE TO THE ARCHITECT, THE CONTRACTOR SHALL ASSUME APPROPRIATE RESPONSIBILITY FOR SUCH PERFORMANCE AND SHALL BEAR AN APPROPRIATE AMOUNT OF THE ATTRIBUTABLE COSTS FOR CORRECTION. 6. THE CONTRACTOR SHALL TAKE FIELD MEASUREMENTS AND VERIFY FIELD CONDITIONS AND SHALL CAREFULLY COMPARE SUCH FIELD MEASUREMENTS AND CONDITIONS AND OTHER INFORMATION KNOWN TO THE CONTRACTOR WITH THE CONTRACT DOCUMENTS BEFORE COMMENCING ACTIVITIES. ERRORS, INCONSISTENCIES OR OMISSIONS DISCOVERED SHALL BE REPORTED TO THE ARCHITECT AT ONCE. 7. THE CONTRACTOR WARRANTS TO THE OWNER AND ARCHITECT THAT MATERIALS AND EQUIPMENT FURNISHED UNDER THE CONTRACT WILL BE OF GOOD QUALITY AND NEW UNLESS OTHERWISE REQUIRED OR PERMITTED BY THE CONTRACT DOCUMENTS, THAT THE WORK WILL BE FREE FROM DEFECTS NOT INHERENT IN THE QUALITY REQUIRED OR PERMITTED, AND THAT THE WORK WILL CONFORM WITH THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. WORK NOT CONFORMING TO THESE REQUIREMENTS, INCLUDING SUBSTITUTIONS NOT PROPERLY APPROVED AND AUTHORIZED, MAY BE CONSIDERED DEFECTIVE. THE CONTRACTOR'S WARRANTY EXCLUDES REMEDY FOR DAMAGE OR DEFECT CAUSED BY ABUSE, MODIFICATIONS NOT EXECUTED BY THE CONTRACTOR, IMPROPER OPERATION, OR NORMAL WEAR AND TEAR UNDER NORMAL USAGE. IF REQUIRED BY THE ARCHITECT, THE CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF MATERIALS AND EQUIPMENT. 8. THE CONTRACTOR SHALL EMPLOY A COMPETENT SUPERINTENDENT AND NECESSARY ASSISTANTS WHO SHALL BE IN ATTENDANCE AT THE PROJECT SITE DURING PERFORMANCE OF THE WORK. THE SUPERINTENDENT SHALL REPRESENT THE CONTRACTOR, AND COMMUNICATIONS GIVEN TO THE SUPERINTENDENT SHALL BE AS BINDING AS IF GIVEN TO THE CONTRACTOR. IMPORTANT COMMUNICATIONS SHALL BE CONFIRMED IN WRITING. OTHER COMMUNICATIONS SHALL BE SIMILARLY CONFIRMED ON WRITTEN REQUEST IN EACH CASE. GENERAL NOTES BMP NOTES DIRECTORY PROPERTY OWNER : 1115 HIGHLAND ST SANTA ANA CA, 92703 ENGINEER: AYMAN IVAN SHMEIT 9744 MAPLE ST. #101 BELLFLOWER, CA 90706 TEL: (562) 866-3625 FAX: (562) 232-4121 WWW.MIDCITIESENGINEERING.COM PROJECT SUMMARY TYPE OF CONSTRUCTION: TYPE V-B NUMBER OF UNITS: 18 ZONE: R-3 NUMBER OF STORIES: 2 LEGAL DESCRIPTION HIGHLAND ST TR LOT 3 ALL -EX N 150 FT- THEREOF(E 40 FT S 150 FT LOT 5 TR 341 ASSESSOR'S ID. NUMBER: 010-183-23 SCOPE OF WORK 1)REPLACE EXISTING STEEL GUARDRAILS WITH 42" AT ELEVATED WALKWAYS. 2) REPLACE EXISTING STEEL GUARDRAILS WITH 42" AT 4-SETS OF STAIRS. SHEET INDEX SP SITE PLAN FLOOR PLANSA1 ELEVATION PLANSA2 STRUCTURAL PLANSS1 SITE PLAN SP 1/8"=1'0" PROJECT LOCATION STRUCTURAL DETAILSSD1 CODES THE GOVERNING CODES FOR THIS PROJECT ARE: 2022 CALIFORNIA BUILDING CODE 2022 CALIFORNIA FIRE CODE -ALL WORK SHALL CONFORM TO: CITY OF SANTA ANA ZONING AND DEPARTMENT OF BUILDING AND SAFETY. 1. ERODED SEDIMENTS AND OTHER POLLUTANTS MUST BE RETAINED ON-SITE AND MAY NOT BE TRANSPORTED FROM THE SITE VIA SHEET FLOW, SWALES, AREA DRAINS, NATURAL DRAINAGE COURSES OR WIND. 2. STOCKPILES OF EARTH AND OTHER CONSTRUCTION RELATED MATERIALS MUST BE PROTECTED FROM BEING TRANSPORTED FROM THE SITE BY THE FORCES OF WIND OR WATER. 3. FUELS, OILS, SOLVENTS, AND OTHER TOXIC MATERIALS MUST BE STORED IN ACCORDANCE WITH THEIR LISTING AND ARE NOT TO CONTAMINATE THE SOIL AND SURFACE WATERS. ALL APPROVED STORAGE CONTAINERS ARE TO BE PROTECTED FROM THE WEATHER. SPILLS MUST BE CLEANED UP IMMEDIATELY AND DISPOSED OF IN A PROPER MANNER. SPILLS MAY NOT BE WASHED INTO THE DRAINAGE SYSTEM. 4. NON-STORM WATER RUN-OFF FROM EQUIPMENT AND VEHICLE WASHING AND ANY OTHER ACTIVITY SHALL BE CONTAINED AT THE PROJECT SITE. 5. EXCESS OR WASTE CONCRETE MAY NOT BE WASHED INTO THE PUBLIC WAY OR ANY OTHER DRAINAGE SYSTEM. PROVISIONS SHALL BE MADE TO RETAIN CONCRETE WASTE ON-SITE UNTIL THEY CAN BE DISPOSED OF AS SOLID WASTE. 6. TRASH AND CONSTRUCTION RELATED SOLID WASTE MUST BE DEPOSITED INTO A COVERED RECEPTACLE TO PREVENT CONTAMINATION OF RAINWATER AND DISPERSAL BY WIND. 7. SEDIMENTS AND OTHER MATERIALS MAY NOT BE TRACKED FROM THE SITE BY VEHICLE TRAFFIC. THE CONSTRUCTION ENTRANCE ROADWAYS MUST BE STABILIZED SO AS TO INHIBIT SEDIMENTS FROM BEING DEPOSITED INTO THE PUBLIC WAY. ACCIDENTAL DEPOSITIONS MUST BE SWEPT UP IMMEDIATELY AND MAY NOT BE WASHED DOWN BY RAIN OR OTHER MEANS. 8. ANY SLOPES WITH DISTURBED SOILS OR DENUDED OF VEGETATION MUST BE STABILIZED SO AS TO INHIBIT EROSION BY WIND AND WATER. 9. OTHER:---------------------------------- AS THE PROJECT OWNER OR AUTHORIZED AGENT OF THE OWNER, I HAVE READ AND UNDERSTAND THE REQUIREMENTS LISTED ABOVE, NECESSARY TO CONTROL STORM WATER POLLUTION FROM SEDIMENTS, EROSION, AND CONSTRUCTION MATERIALS, AND I CERTIFY THAT I WILL COMPLY WITH THESE REQUIREMENTS. RAIN OR OTHER MEANS. PRINT NAME_ (OWNER OR AUTHORIZED AGENT OF THE OWNER) SIGNATURE . DATE . (OWNER OR AUTHORIZED AGENT OF THE OWNER) SPRINKLERED: NON FUNDED: BY OWNER DEX-O-TEX DETAILSAD1 STRUCTURAL PLANSS2 YEAR BUILT: 1964 STRUCTURAL DETAILSSD2 Bldg #101121253 APPROVALS: PLNG - C. Santana BLDG - G. Huang PUBLIC WORKS - Y. Soto 1115 W Highland St 1/16/2025 FIELD 8"VARIES 1/2" 4" 6" MIN. VERIFY Door Threshold Flashing (1 of 3) WEATHERWEAR THRESHOLD ASSEMBLY DCH161-001/01 Deck To Wall 2 piece Flashing Detail PLYWD WHERE OCCURS 7/8" EXT CEM. PLASTER OVER MTL. LATH AND PAPER WD. STUD WALL 12" HIGH, CONTINUOUS PIECE OF SHEET ADHERED BITUMEN SHEET MEMBRANE BEHIND PLASTER,IN FRONT OF METAL CONTINUOUS SEALANT STUCCO SCREED DEX-O-TEX TRAFFIC TOPPING DEX-O-TEX WATERPROOF MEMBRANE EXTEND UP WALL 6" (TYP) DEX-O-TEX SLIP SHEET SHEET METAL FLASHING W2B W3ADCH161-001/01 Weatherwear Over Plywood Perimeter Railing Mounting Plate Detail DEX-O-TEX SLIP SHEET DEX-O-TEX WATERPROOF MEMBRANE DEX-O-TEX TRAFFIC TOPPING FLASHING SHEET METAL SEALANT DEX-O-TEX DETAIL COAT OF WATERPROOF MEMBRANE PLYWOOD SHEATHING FRAMING Weatherwear Rail Post NEOPRENE GASKET RAIL POST POST BOOT CAP W5CDCH161-001/01 1 1 1 5 H I G H L A N D S T S A N T A A N A , C A 9 2 7 0 3 OW N E R 11 1 5 H I G H L A N D S T SA N T A A N A C A , 9 2 7 0 3 REVISION(S) 1 2 3 Scale: Date: Project #:24-260 9-15-2024 PR O J E C T A D D R E S S PR O P E R T Y M A N A G E M E N T : MI D - C I T I E S E N G I N E E R I N G R E S E R V E S I T S C O P Y R I G H T S T O T H E S E P L A N S A N D D R A W I N G S . W R I T T E N P E R M I S S I O N A N D C O N S E N T O F M . C . E . I S R E Q U I R E D P R I O R T O C H A N G I N G , R E P R O D U C I N G , C O P Y I N G I N A N Y F O R M O R M A N N E R W H A T S O E V E R O R A S S I G N I N G T O A N Y T H I R D P A R T Y . ( r e v 1 - 1 - 1 8 ) MI D C I T I E S E N G I N E E R I N G RE S I D E N T I A L C O M M E R C I A L I N D U S T R I A L 97 4 4 M A P L E S T . # 1 0 1 BE L L F L O W E R , C A 9 0 7 0 6 PH : ( 5 6 2 ) 8 6 6 - 3 6 2 5 , F X : ( 5 6 2 ) 2 3 2 - 4 1 2 1 WW W . M I D C I T I E S E N G I N E E R I N G . C O M DEX-O-TEX DETAILS AD1 NOTED 1115 W Highland St 1/16/2025 A. GENERAL 1. ALL WORK SHALL CONFORM TO MINIMUM STANDARDS OF THE 2019 CALIFORNIA (CBC) BUILDING CODE 2. APPLICANT SHALL PROVIDE NECESSARY PLOT PLAN TO BLDG. DEPT. BEFORE PERMIT IS ISSUED. 3. THE ENGINEER OF RECORD OF THE BLDG. FOR WHICH THESE STAIRS WILL BE USED SHALL PROVIDE CALCS TO JUSTIFY THE ADEQUACY OF THE SUPPORTS WHICH ARE LABELED "BY OTHERS" 4.TREADS TO BE CONSTRUCTED IN SHOP OF CITY APPROVED AND LICENSED FABRICATED 5. SOIL BEARING ALLOWABLE=1500 PSF, BOTTOM OF ALL FOOTINGS SHALL EXTEND 12" MIN IN TO NAT. GRADE. 6. FOOTINGS AND WOOD FRAMING SHOWN ARE SUGGESTED ONLY AND MUST BE VERIFIED AND APPROVED BY CITY ENGINEER OF RECORD. 7. ALL STAIRS SHALL HAVE A HEAD ROOM CLEARANCE OF 6'-8" MIN. MEASURED VERTICAL FROM THE PLANE TANGENT TO TREAD NOISING. 8. MAXIMUM VERTICAL DISTANCE BETWEEN LANDING SHALL BE 12'-0". 9. THE CONSTRUCTION SHALL NOT RESTRICT A FIVE FOOT CLEAR AND UNOBSTRUCTED ACCESS TO ANY WATER OR POWER DISTRIBUTION FACILITIES (POWER POLES, PULL BOXES, TRANSFORMER, VAULTS, PUMPS, VALVES, METERS, APPURTENANCES, ETC.) OR TO THE LOCATION OF THE HOOK. THE CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY POWER LINES WETHER OR NOT THE LINES ARE LOCATED ON THE PROPERTY,FAILURE TO COMPLY MAY CAUSE CONSTRUCTION DELAYS AND/OR ADDITIONAL EXPENSES. 10. SMOKE DETECTION SHALL BE PROVIDED FOR ALL DWELLING UNITS INTENDED FOR HUMAN OCCUPANCY,UPON THE OWNER'S APPLICATION FOR A PERMIT FOR ALTERATIONS,REPAIRS,OR ADDITIONS,EXCEEDING ON THOUSAND DOLLARS ($1,000)(R314.6.2). 11. WHERE PERMIT IS REQUIRED FOR ALTERATIONS,REPAIRS,OR ADDITIONS EXCEEDING ONE THOUSAND DOLLARS ($1,000) EXISTING DWELLINGS OR SLEEPING UNITS THAT HAVE ATTACHED GARAGES OR FUEL BURNING APPLIANCES SHALL BE PROVIDED WITH A CARBON MONOXIDE ALARM IN ACCORDANCE WITH SECTION R315.1 CARBON MONOXIDE ALARMS SHALL ONLY BE REQUIRED IN THE SPECIFIC DWELLING UNIT OR SLEEPING UNIT FOR WHICH THE PERMIT WAS OBTAINED (R315.2). 12. A COPY OF THE EVALUATION REPORT AND/OR CONDITIONS OF LISTING SHALL BE MADE AVAILABLE AT THE JOB SITE. 13. ALL INTERIORS AND EXTERIORS STAIRWAYS SHALL BE ILLUMINATED (R303.6). 14. CONTRACTOR'S RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING SYSTEM/COMPONENT LISTED IN THE "STATEMENT OF THE SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE LADBS INSPECTORS AND THE OWNERS PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT PER SEC.1709.1. 15. CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD WELDING (SEC 1704), CONCRETE STRENGTH f"c>2500psi, HIGH STRENGTH BOLTING, SPRAYED-ON FIREPROOFING, ENGINEERED MASONRY, HIGH-LIFT GROUTING,PRE-STRESSED CONCRETE,HIGH LOAD DIAPHRAGMS AND SPECIAL MOMENT-RESISTING CONCRETE FRAMES. 16. ENCLOUSURES UNDER EXTERIOR STAIRWAYS. THERE SHALL NOT BE ENCLOSED USABLE SPACE UNDER EXTERIOR EXIT STAIRWAYS UNLESS THE SPACE IS COMPLETELY ENCLOSED IN 1-HOUR FIRE-RESISTANCE-RATED CONSTRUCTION. THE OPEN SPACE UNDER EXTERIOR STAIRWAYS SHALL NOT BE USED FOR ANY PURPOSE. B. STEEL STAIRWAYS 1. STAIRWAY SHALL HAVE HANDRAILS ON EACH SIDE,AND EVERY STAIRWAY REQ'D TO BE MORE THAN 88" OF REQ.'D WIDTH 2. HANDRAILS SHALL BE 34"-38" ABOVE NOSING OF TREADSAND GUARDRAILS SHALL BE 42" HIGH. 3. HANDRAILS SHALL EXTEND A MINIMUM OF 12" BEYOND THE TOP NOSING AND 12" PLUS THE TREAD WIDTH BEYOND THE BOTTOM NOSING. 4. WHERE THE EXTENSION OF THE HANDRAIL IN THE DIRECTION OF THE STAIR RUN WOULD CREATE A HAZARD,THE TERMINATION OF THE EXTENSION SHALL BE MADE ROUNDED OR RETURNED SMOOTHLY TO THE FLOOR WALL OR POST . 5.HANDRAILS PROJECTION FROM A WALL SHALL A SPACING OF NOT LESS THAN 11 2" INCH BETWEEN THE WALL AND THE HANDRAIL. 6. THE HANDGRIP PORTION OF THE HANDRAIL SHALL BE NOT LESS THAN 11 4" NOR MORE THAN 11 2".CROSS-SECTIONAL DIMENSION OR THE SHAPE SHALL PROVIDE AN EQUIVALENT GRIPPING SURFACE AND SHALL HAVE A SMOOTH SURFACE WITH NO SHARP CORNERS. 7. WHERE STAIRWAYS OCCUR OUTSIDE OF BUILDING UPPER APPROACH AND ALL TREADS SHALL MBE MARKED BY A STRIP OF CLEARLY CONTRASTING COLOR AT LEAST 2" WIDE AND PLACE PARALLEL TO AND NO MORE THAN 1" FROM NOSE OF TREAD. 8. ALL TREAD SURFACE SHALL BE SLIP RESISTANT AND PROVIDED BY LICENSED FABRICATOR. 9. NOSING SHALL NOT PROJECT MORE THAN 1" PAST THE FACE OF NOSING BELOW.COMPLY WITH 2019 CBC SEC. 1133B.4.5.3 10. RISER SHALL BE SOLID. 11. MAX TREAD RISE=7" MAX. & 4" MIN., TREAD RUN=11"MIN., TREAD VARIATION=3 8" VARIATION IN ANY SINGLE FLIGHT OF STAIRS . 12. PICKET AND/OR BOTTOM RAIL SHALL NOT EXCEED 4" CLEAR 13. DESIGN LIVE LOAD ON TREADS AND LANDING=100 PSF OR 300LBS CONCENTRATED LOAD IN ANY POSITION WHICH RESULTS IN A MAX TREAD STRESS. 14. DESIGN HANDRAILS FOR 20PLF(HORIZ) EITHER WAY; 50 PLF(HORIZ) FOR OCCUPANCIES GREATER THAN 50 15. SHOP WELDS MUST BE PERFORMED IN A LICENSED FABRICATOR'S SHOP. 16.FIELD WELDING TO BE DONE BY CERTIFIED WELDERS FOR STRUCTURAL STEEL. CONTINUOUS INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED FOR WELD GREATER THAN 5 16". 17. THIS APPROVAL IS SOLELY FOR THE STAIR.WHEN A STAIR OF THIS TYPE IS TO BE INSTALLED AT A PROJECT SITE, A NEW PLAN CHECK SUBMITTAL SHALL BE REQUIRED FOR THE SITE THAT CLEARLY SHOWS THE EXACT LOCATION OF THIS STAIR AND FULL COMPLIANCE WITH ALL TITLE 24 ACCESSIBILITY REQUIREMENTS. C. SPECIFICATIONS 1. STRUCTURAL STEEL AND CHECKERED PL.SHALL CONFORM TO ASTM A-36(Fy=36,000) 2. STRUCTURAL PIPE SHALL CONFORM TO ATM A-53, GRADE B (Fy=35,000) 3. STRUCTURAL TUBE SHALL CONFORM TO ASTM A-500,GRADE B (Fy=42,000) 4. LIGHT GAUGE STEEL SHALL CONFORM TO ASTM A-570-70,GRADE E (Fy=42,000) 5. BOLTS SHALL BE ASTM A-307 6. WELDING ELECTRODES SHALL BE: I. FOR A-36-AWS A5.1 E-70 II. LT. GA. STEEL-ASTM A233 E-60 CONCRETE-STND 2500 (Fc'=2500 PSI) USE TYPE II OR V CEMENT. PRE-CAST CONCRETE (Fc'=2500 PSI) 7. REINFORCING-ASTM A-615,GRADE 40 REQUIRED SPECIAL INSPECTIONS AND TESTS OF STEEL CONSTRUCTION (TABLE 1705A.2.1) SINGLE-PASS FILLET WELD <5 16" :REQUIRES PERIODIC SPECIAL INSPECTION STRUCTURAL OBSERVATION BY ENGINEER OF RECORD (E.O.R.) E.O.R. TO INSPECT SIZE OF ALL PADS AND SPACING OF RE-BARS PRIOR TO CONCRETE POURING STEEL STRUCTURE AND CONNECTIONS ARE IN COMPLIANCE WITH AWS D1.1-2010 AND AWS D1.8 2009 PER SECTION A.2 OF AISC 341-16 APPLICABLE CODES: CBC 2022 ASCE7-16 AISC 360-16 AISC 341-16 INSPECTIONS FIELD WELD PERIODIC CONTINUOUS RESPONSIBILITY DEPUTY INSPECTOR FOOTING INSPECTION ENGINEER OF RECORD X 1 2 3 4 5 6 7 9 10 14 15 UP 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 9 10 14 15 UP 1 2 3 4 5 6 7 8 19 10 111 12 13 14 15 #2 #3 #4 #9 #8 #5 #7 #6 #1 BUILDING FIRST FLOOR STRUCTURAL PLAN STRUCTURAL LEGEND NEW STEEL POST EXISTING 2X14 FLOOR JOISTS NEW WOOD BEAM EXISTING C6X8.5 CHANNEL NEW 2X14 FLOOR JOISTS (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L 24"x24"x24" W/ #4 BARS @12" O.C. EACH WAY 4"x4"X 3 16" STEEL POST 24"x24"x24" W/ #4 BARS @12" O.C. EACH WAY 4"x4"X 3 16" STEEL POST SCALE: 3/16"=1'0" EXISTING 3" ROUND STEEL POST 1 1 1 5 H I G H L A N D S T S A N T A A N A , C A 9 2 7 0 3 OW N E R 11 1 5 H I G H L A N D S T SA N T A A N A C A , 9 2 7 0 3 REVISION(S) 1 2 3 Scale: Date: Project #:24-260 9-15-2024 PR O J E C T A D D R E S S PR O P E R T Y M A N A G E M E N T : MI D - C I T I E S E N G I N E E R I N G R E S E R V E S I T S C O P Y R I G H T S T O T H E S E P L A N S A N D D R A W I N G S . W R I T T E N P E R M I S S I O N A N D C O N S E N T O F M . C . E . I S R E Q U I R E D P R I O R T O C H A N G I N G , R E P R O D U C I N G , C O P Y I N G I N A N Y F O R M O R M A N N E R W H A T S O E V E R O R A S S I G N I N G T O A N Y T H I R D P A R T Y . ( r e v 1 - 1 - 1 8 ) MI D C I T I E S E N G I N E E R I N G RE S I D E N T I A L C O M M E R C I A L I N D U S T R I A L 97 4 4 M A P L E S T . # 1 0 1 BE L L F L O W E R , C A 9 0 7 0 6 PH : ( 5 6 2 ) 8 6 6 - 3 6 2 5 , F X : ( 5 6 2 ) 2 3 2 - 4 1 2 1 WW W . M I D C I T I E S E N G I N E E R I N G . C O M STRUCTURAL PLAN S1 NOTED 1115 W Highland St 1/16/2025 A. GENERAL 1. ALL WORK SHALL CONFORM TO MINIMUM STANDARDS OF THE 2019 CALIFORNIA (CBC) BUILDING CODE 2. APPLICANT SHALL PROVIDE NECESSARY PLOT PLAN TO BLDG. DEPT. BEFORE PERMIT IS ISSUED. 3. THE ENGINEER OF RECORD OF THE BLDG. FOR WHICH THESE STAIRS WILL BE USED SHALL PROVIDE CALCS TO JUSTIFY THE ADEQUACY OF THE SUPPORTS WHICH ARE LABELED "BY OTHERS" 4.TREADS TO BE CONSTRUCTED IN SHOP OF CITY APPROVED AND LICENSED FABRICATED 5. SOIL BEARING ALLOWABLE=1500 PSF, BOTTOM OF ALL FOOTINGS SHALL EXTEND 12" MIN IN TO NAT. GRADE. 6. FOOTINGS AND WOOD FRAMING SHOWN ARE SUGGESTED ONLY AND MUST BE VERIFIED AND APPROVED BY CITY ENGINEER OF RECORD. 7. ALL STAIRS SHALL HAVE A HEAD ROOM CLEARANCE OF 6'-8" MIN. MEASURED VERTICAL FROM THE PLANE TANGENT TO TREAD NOISING. 8. MAXIMUM VERTICAL DISTANCE BETWEEN LANDING SHALL BE 12'-0". 9. THE CONSTRUCTION SHALL NOT RESTRICT A FIVE FOOT CLEAR AND UNOBSTRUCTED ACCESS TO ANY WATER OR POWER DISTRIBUTION FACILITIES (POWER POLES, PULL BOXES, TRANSFORMER, VAULTS, PUMPS, VALVES, METERS, APPURTENANCES, ETC.) OR TO THE LOCATION OF THE HOOK. THE CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY POWER LINES WETHER OR NOT THE LINES ARE LOCATED ON THE PROPERTY,FAILURE TO COMPLY MAY CAUSE CONSTRUCTION DELAYS AND/OR ADDITIONAL EXPENSES. 10. SMOKE DETECTION SHALL BE PROVIDED FOR ALL DWELLING UNITS INTENDED FOR HUMAN OCCUPANCY,UPON THE OWNER'S APPLICATION FOR A PERMIT FOR ALTERATIONS,REPAIRS,OR ADDITIONS,EXCEEDING ON THOUSAND DOLLARS ($1,000)(R314.6.2). 11. WHERE PERMIT IS REQUIRED FOR ALTERATIONS,REPAIRS,OR ADDITIONS EXCEEDING ONE THOUSAND DOLLARS ($1,000) EXISTING DWELLINGS OR SLEEPING UNITS THAT HAVE ATTACHED GARAGES OR FUEL BURNING APPLIANCES SHALL BE PROVIDED WITH A CARBON MONOXIDE ALARM IN ACCORDANCE WITH SECTION R315.1 CARBON MONOXIDE ALARMS SHALL ONLY BE REQUIRED IN THE SPECIFIC DWELLING UNIT OR SLEEPING UNIT FOR WHICH THE PERMIT WAS OBTAINED (R315.2). 12. A COPY OF THE EVALUATION REPORT AND/OR CONDITIONS OF LISTING SHALL BE MADE AVAILABLE AT THE JOB SITE. 13. ALL INTERIORS AND EXTERIORS STAIRWAYS SHALL BE ILLUMINATED (R303.6). 14. CONTRACTOR'S RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING SYSTEM/COMPONENT LISTED IN THE "STATEMENT OF THE SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE LADBS INSPECTORS AND THE OWNERS PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT PER SEC.1709.1. 15. CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD WELDING (SEC 1704), CONCRETE STRENGTH f"c>2500psi, HIGH STRENGTH BOLTING, SPRAYED-ON FIREPROOFING, ENGINEERED MASONRY, HIGH-LIFT GROUTING,PRE-STRESSED CONCRETE,HIGH LOAD DIAPHRAGMS AND SPECIAL MOMENT-RESISTING CONCRETE FRAMES. 16. ENCLOUSURES UNDER EXTERIOR STAIRWAYS. THERE SHALL NOT BE ENCLOSED USABLE SPACE UNDER EXTERIOR EXIT STAIRWAYS UNLESS THE SPACE IS COMPLETELY ENCLOSED IN 1-HOUR FIRE-RESISTANCE-RATED CONSTRUCTION. THE OPEN SPACE UNDER EXTERIOR STAIRWAYS SHALL NOT BE USED FOR ANY PURPOSE. B. STEEL STAIRWAYS 1. STAIRWAY SHALL HAVE HANDRAILS ON EACH SIDE,AND EVERY STAIRWAY REQ'D TO BE MORE THAN 88" OF REQ.'D WIDTH 2. HANDRAILS SHALL BE 34"-38" ABOVE NOSING OF TREADSAND GUARDRAILS SHALL BE 42" HIGH. 3. HANDRAILS SHALL EXTEND A MINIMUM OF 12" BEYOND THE TOP NOSING AND 12" PLUS THE TREAD WIDTH BEYOND THE BOTTOM NOSING. 4. WHERE THE EXTENSION OF THE HANDRAIL IN THE DIRECTION OF THE STAIR RUN WOULD CREATE A HAZARD,THE TERMINATION OF THE EXTENSION SHALL BE MADE ROUNDED OR RETURNED SMOOTHLY TO THE FLOOR WALL OR POST . 5.HANDRAILS PROJECTION FROM A WALL SHALL A SPACING OF NOT LESS THAN 11 2" INCH BETWEEN THE WALL AND THE HANDRAIL. 6. THE HANDGRIP PORTION OF THE HANDRAIL SHALL BE NOT LESS THAN 11 4" NOR MORE THAN 11 2".CROSS-SECTIONAL DIMENSION OR THE SHAPE SHALL PROVIDE AN EQUIVALENT GRIPPING SURFACE AND SHALL HAVE A SMOOTH SURFACE WITH NO SHARP CORNERS. 7. WHERE STAIRWAYS OCCUR OUTSIDE OF BUILDING UPPER APPROACH AND ALL TREADS SHALL MBE MARKED BY A STRIP OF CLEARLY CONTRASTING COLOR AT LEAST 2" WIDE AND PLACE PARALLEL TO AND NO MORE THAN 1" FROM NOSE OF TREAD. 8. ALL TREAD SURFACE SHALL BE SLIP RESISTANT AND PROVIDED BY LICENSED FABRICATOR. 9. NOSING SHALL NOT PROJECT MORE THAN 1" PAST THE FACE OF NOSING BELOW.COMPLY WITH 2019 CBC SEC. 1133B.4.5.3 10. RISER SHALL BE SOLID. 11. MAX TREAD RISE=7" MAX. & 4" MIN., TREAD RUN=11"MIN., TREAD VARIATION=3 8" VARIATION IN ANY SINGLE FLIGHT OF STAIRS . 12. PICKET AND/OR BOTTOM RAIL SHALL NOT EXCEED 4" CLEAR 13. DESIGN LIVE LOAD ON TREADS AND LANDING=100 PSF OR 300LBS CONCENTRATED LOAD IN ANY POSITION WHICH RESULTS IN A MAX TREAD STRESS. 14. DESIGN HANDRAILS FOR 20PLF(HORIZ) EITHER WAY; 50 PLF(HORIZ) FOR OCCUPANCIES GREATER THAN 50 15. SHOP WELDS MUST BE PERFORMED IN A LICENSED FABRICATOR'S SHOP. 16.FIELD WELDING TO BE DONE BY CERTIFIED WELDERS FOR STRUCTURAL STEEL. CONTINUOUS INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED FOR WELD GREATER THAN 5 16". 17. THIS APPROVAL IS SOLELY FOR THE STAIR.WHEN A STAIR OF THIS TYPE IS TO BE INSTALLED AT A PROJECT SITE, A NEW PLAN CHECK SUBMITTAL SHALL BE REQUIRED FOR THE SITE THAT CLEARLY SHOWS THE EXACT LOCATION OF THIS STAIR AND FULL COMPLIANCE WITH ALL TITLE 24 ACCESSIBILITY REQUIREMENTS. C. SPECIFICATIONS 1. STRUCTURAL STEEL AND CHECKERED PL.SHALL CONFORM TO ASTM A-36(Fy=36,000) 2. STRUCTURAL PIPE SHALL CONFORM TO ATM A-53, GRADE B (Fy=35,000) 3. STRUCTURAL TUBE SHALL CONFORM TO ASTM A-500,GRADE B (Fy=42,000) 4. LIGHT GAUGE STEEL SHALL CONFORM TO ASTM A-570-70,GRADE E (Fy=42,000) 5. BOLTS SHALL BE ASTM A-307 6. WELDING ELECTRODES SHALL BE: I. FOR A-36-AWS A5.1 E-70 II. LT. GA. STEEL-ASTM A233 E-60 CONCRETE-STND 2500 (Fc'=2500 PSI) USE TYPE II OR V CEMENT. PRE-CAST CONCRETE (Fc'=2500 PSI) 7. REINFORCING-ASTM A-615,GRADE 40 REQUIRED SPECIAL INSPECTIONS AND TESTS OF STEEL CONSTRUCTION (TABLE 1705A.2.1) SINGLE-PASS FILLET WELD <5 16" :REQUIRES PERIODIC SPECIAL INSPECTION STRUCTURAL OBSERVATION BY ENGINEER OF RECORD (E.O.R.) E.O.R. TO INSPECT SIZE OF ALL PADS AND SPACING OF RE-BARS PRIOR TO CONCRETE POURING STEEL STRUCTURE AND CONNECTIONS ARE IN COMPLIANCE WITH AWS D1.1-2010 AND AWS D1.8 2009 PER SECTION A.2 OF AISC 341-16 APPLICABLE CODES: CBC 2022 ASCE7-16 AISC 360-16 AISC 341-16 INSPECTIONS FIELD WELD PERIODIC CONTINUOUS RESPONSIBILITY DEPUTY INSPECTOR FOOTING INSPECTION ENGINEER OF RECORD X 1 2 3 4 5 6 7 9 10 11 UP 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 9 10 11 UP 1 2 3 4 5 6 7 8 19 10 111 12 13 14 15 #11 #12 #13 #14 #18 #17 #15 #10 #16 (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (N) C6X8.5 (N) C6X8.5 BUILDING SECOND FLOOR STRUCTURAL PLAN SCALE: 3/16"=1'0" (N)2-2X 14 .J (N)2-2X 14 .J 1 1 1 5 H I G H L A N D S T S A N T A A N A , C A 9 2 7 0 3 OW N E R 11 1 5 H I G H L A N D S T SA N T A A N A C A , 9 2 7 0 3 REVISION(S) 1 2 3 Scale: Date: Project #:24-260 9-15-2024 PR O J E C T A D D R E S S PR O P E R T Y M A N A G E M E N T : MI D - C I T I E S E N G I N E E R I N G R E S E R V E S I T S C O P Y R I G H T S T O T H E S E P L A N S A N D D R A W I N G S . W R I T T E N P E R M I S S I O N A N D C O N S E N T O F M . C . E . I S R E Q U I R E D P R I O R T O C H A N G I N G , R E P R O D U C I N G , C O P Y I N G I N A N Y F O R M O R M A N N E R W H A T S O E V E R O R A S S I G N I N G T O A N Y T H I R D P A R T Y . ( r e v 1 - 1 - 1 8 ) MI D C I T I E S E N G I N E E R I N G RE S I D E N T I A L C O M M E R C I A L I N D U S T R I A L 97 4 4 M A P L E S T . # 1 0 1 BE L L F L O W E R , C A 9 0 7 0 6 PH : ( 5 6 2 ) 8 6 6 - 3 6 2 5 , F X : ( 5 6 2 ) 2 3 2 - 4 1 2 1 WW W . M I D C I T I E S E N G I N E E R I N G . C O M STRUCTURAL PLAN S2 NOTED 1115 W Highland St 1/16/2025 3 16" 3 16" C CHANNEL PER PLAN 6"x4"x 3 16" PLATE C STRINGER PER PLAN SCALE: N.T.S. C-CHANNEL TO POST CONNECTION3b C CHANNEL PER PLAN 3"x3"x 3 16" BRACE W/4"X4"X 3 16" PLATEC CHANNEL PER PLAN 3 16" SCALE: N.T.S. C-CHANNEL TO BRACE CONNECTION3c HSS 3"x3"x3/16" 1/8" HSS STEEL TUBE PER PLAN SCALE: N.T.S. BRACE TO POST CONNECTION3d HSS SUPPORT POST 4"X4"X 3 16"PL 10"x10"x1/4" W/ (4)-1/2"Øx10" A.B.'S #4 REBAR (3)-EA. WAY24 " MI N . 24" SQ. 3 16" 10" 2"2" 2" 24" SQ. SCALE: N.T.S. TYPICAL STEEL POST TO PAD FOOTING4 PLAN VIEW B C C 3 16" C-CHANEL PER PLAN SCALE: N.T.S. C-CHANNEL CONNECTION3a LANDING INTERMEDIATE SUPPORT 3"x6"x1/8" @16" O.C. 3' - 6 " 34 " - 3 8 " 11 2" HSS 2"x1"x16 GA. TOP RAIL HSS 1-1/2"x1-1/2"x16 GA. GRAB RAIL 1/2"Ø SOLID BAR @4'0" O.C., TYP. HSS 2"x2"x1/8" POST @ 4'0" O.C., TYP. HSS 1/2"x1/2" VERTICALS PL 4"x4"x1 4" EXISTING C-CHANNEL STRINGER EXISTING PRE-FAB. CONC. TREAD 3 16" HSS 1-1/2"x1-1/2" x 16 GA. BOTTOM CROSS MEMBER SCALE: N.T.S. GUARDRAIL CONNECTION2a SEE ENLARGED DETAIL X/SD1 1/8" 1/2" SOLID BAR @4'0" O.C., TYP. HSS 2"x2"x1/8" GUARDRAIL POST @ 4' O.C., TYP. EXISTING C-CHANNEL STRINGER PL 4"x4"x1 4" HSS 2"x2"x1/8" POST @ 4'0" O.C., TYP. EXISTING PRE-FAB. CONC. TREAD 3 16" DETAIL X 4" 4" 1" SCALE: N.T.S. MTL STAIR BASE & GUARDRAIL2 NOTE: THE TOLERANCE BETWEEN THE LARGEST AND SMALLEST RISER HEIGHT OR BETWEEN THE LARGEST OR SMALLEST TREAD DETPH SHALL NOT EXCEED 3 8 INCH IN ANY FLIGHT OF STAIRS. (SEC. 1011.5.4) SCALE: N.T.S. EXTENDED HANDRAILS AT LANDING6 34 " - 3 8 " HA N D R A I L 12" MIN. EXTENSION 1 8" NEW METAL STRINGERS NEW SHEET METAL TO CLOSE RISERS END OF HANDRAIL SHALL BE RETURNED OR TERMINATE IN A NEWEL POST OR WALL 2022 CBC SECT. 1014 TOP LANDING 4"x5"x 3 16" PLATE STRINGER PER PLAN 4"x4"x 3 16 SUPPORT POST 4"x4"x 3 16" PLATE 3 16" 3 16"3 16" SECTION A-A 3" MIN.5" C6X8.5 TOP LANDING EL: HSS 2"x1"x16 GA. TOP RAIL HSS 2"x2"x1/8" POST @ 4'0" O.C., TYP. HSS 1/2"x1/2" VERTICALS EX. DECK 4" MAX. 4'-0" MAX. O.C. 1 8" 4" MAX. 3' - 6 " HSS 1-1/2"x1-1/2" x 16 GA. BOTTOM CROSS MEMBER DETAIL #10/ SD1 5"x5"x1 4" BASE PLATE W/ (4) 3/8"x8" LAG BOLTS SCALE: N.T.S. GUARDRAIL CONNECTION5 SCALE: N.T.S. GUARDRAIL POST TO BASE PLATE INTO WOOD10 (EX.) 2X RIM JOIST (EX.) 2X F.J. (N) 6"x 8" BLK'G EXISTING HSS 2"x2"x1/8" POST @ 4'0" O.C., TYP. EXISTING PLATE WITH NEW (4)-1/2"x8" LAG BOLTS PLEASE SEE CALCS PLAN VIEW SIMPSON A35 EA. 2X SIDE (RR 25119) 5" 1"1.25" 1/8" EX. RIM JOIST 6"x 8" BLK'G SIMPSON A35 2X EA. SIDE (RR 25119) WOOD DECK SURFACE NEW HSS 2"x2"x1/8" GUARDRAIL POST , TYP. 8" NEW PL 5"x5"x1 4" W/ (4)-1/2"x8" LAG BOLTS 5" 1"1" 5"1" DISTANCE FROM RIM JOIST TO CENTER OF BOLT IS 1.25" AND 1" TO PLATE EDGE(LEAVE 1/4" SPACE BETWEEN 5"X5" PLATE AND RIM JOIST). 1 8" CONTINUOUS INSPECTION IS REQUIRED FOR FIELD WELDING >5 16" DISTANCE FROM RIM JOIST TO CENTER OF BOLT IS 1.25" AND 1" TO PLATE EDGE(LEAVE 1/4" SPACE BETWEEN 5"X5" PLATE AND RIM JOIST). (N)HSS TUBE (N)HSS SUPPORT POST 3"x3"x 3 16" BRACING, TYP. (BOTH WAYS IF DIRECTED ON PLANS) 4"x4"x 3 16" PLATE (N)4"x4"x 3 16 SUPPORT POST (N)4"x4"x 3 16" PLATE (N)4"x5"x 3 16" PLATE EXISTING. PRE-FAB. CONC. TREAD3 16" 3 16" 3 16" 3 16" (N)3"x4"x 3 16" PLATE SCALE: N.T.S. BRACING DETAIL3 SEE DETAIL 3-b A A EXISTING STRINGER (N)4X4 X 3 16" STEEL POST. SEE DETAIL 3C / SD1, TYP. SEE DETAIL 3C / SD1, TYP. SEE DETAIL 3d / SD1, TYP. NEW C6X8.5 GUARDRAIL POST PER DETAIL 2a / SD1 SCALE: N.T.S. STINGER TO LANDING12 (E)STAIR TREAD PER DETAIL 8, TYP. PL 8"x16"x1 4" WELDED TO STRINGER EX. LANDING FRAMING CONNECTION AT PLATE TO EX. LANDING PER DETAIL # 13 STEEL STRINGERS CANTILEVERED TOP LANDING EL: . (N). DBL JOIST PER DTAIL 13/SD1HSS 3"x3"x 3 16" BRACING, TYP. (BOTH WAYS IF DIRECTED ON PLANS) 4"x4"x 3 16" HSS SUPPORT POST PER PLAN, TYP. a FACE MOUNT CONN. b TOP MOUNT CONN. SCALE: N.T.S. STINGER TO LANDING CONNECTION13 (E)STEEL PL 8"x16"x1 4" WELDED TO STRINGER & BOLTED TO EX. LANDING FRAMING 11 2" 112" 3" 8" DECK SURFACE TOP LANDING EL: . EX. LANDING FRAMING 2-2X14 RIM JOIST (4)-5/8"Ø LAG BOLTS (E)C CHANNEL STRINGER 11 2" 31 2"8" TOP LANDING EL: . (E) PL 8"x16"x1 4" WELDED TO STRINGER & BOLTED TO EX. LANDING FRAMING 3" EX. LANDING FRAMING 2-2X14 RIM JOIST (4)-5/8"Ø LAG BOLTS (E) C CHANNEL STRINGER DECK SURFACE NEW. LANDING FRAMING 2-2X14 JOIST TOP LANDING EL: . 11 2"4" 31 2" EX. ANCHOR BOLT EX. FOOTING STAIRCASE 1/2"Ø SOLID BAR @4'0" O.C., TYP. HSS 1-1/2"x1-1/2"x16 GA. GRAB RAIL MINIMUM RADIUS 0.01 EXISTING 2X4 STUD @16" O.C. 34 " - 3 8 " 4"x4"x1 4" THK. PLATE W/(2) 3 8"x3" LAG BOLTS EVERY 4'0" O.C WHERE STUDS ARE 16"O.C 1'-4" 1'-4" 1'-4" 4' SECTION B-B 1 1/2" 1 1/2" 1 1/2" SCALE: N.T.S. HANDRAIL CONNECTION TO STUD WALL8 2XSTUD 34 " - 3 8 " HSS 1-1/2"x1-1/2"x16 GA. GRAB RAIL 1/2"Ø SOLID BAR @4'0" O.C., TYP. B B 4"x4"x1 4" THK. PLATEW/(2) 3 8"x3" LAG BOLTS EACH BOLT WILL TAKE 420 LB SHEER STRENGTH 1 8" 7" LESS THAN 4" 4'-0" O.C. MAX. 3' - 6 " 11" 12" MIN. 12"+ TREAD DEPTH MIN. EXISTING C-CHANNEL STRINGER PER PLAN NEW HSS 2"x1"x16 GA. TOP RAIL NEW HSS 1-1/2"x1-1/2"x16 GA. GRAB RAIL NEW HSS 2"x2"x1/8" POST @ 4'0" O.C., TYP. NEW HSS 1/2"x1/2" VERTICALS PL 4"x4"x1 4" EXISTING PRE-FAB. CONC. TREAD EXISTING PAD24 " M I N . (SEC. 1011.5.2) RISER HEIGHT AND TREAD DEPTH 7" MAX. & 4" MIN. RISE , 11" MIN. RUN 6" SPHERE SHALL NOT PASSPER DETAIL #1/SD1 SEE DETAIL #2a/SD1 EXCEPTION SO IT WONT OBSTRUCT PATH OF TRAVEL PER ADA SECTION 505.10 PER DETAIL #7/SD1 HSS 1-1/2"x1-1/2"x16 GA. GRAB RAIL 1 16" 12 " SCALE: N.T.S. RETURNED HANDRAILS7 1' - 1 1 " HANDRAILS TO BE EXTENDED 12" SO IT WONT OBSTRUCT PATH OF TRAVEL PER ADA SECTION 505.10 HSS 2"x2"x1/8" POST @ 4'0" O.C., TYP. WITH HSS 1/2"x1/2" VERTICALS. CONTINUOUS INSPECTION IS REQUIRED FOR FIELD WELDING >5 16" SCALE: N.T.S. GUARDRAIL POST TO BASE PLATE INTO CONC.1 4" 1 2"1 2" 5" 1 2" PL 4"x5"x1 4" W/ (4)-3/8"Øx3" HILTI KB-TZ (ESR-1917) HSS 2"x2"x1/8" GUARDRAIL POST , TYP. 1 8" 1 8" CONTRACTOR SHALL VERIFY THAT THE EXISTING CONCRETE CONDITION IS GOOD (NO CRACK) PRIOR INSTALLATION OF 4-3/8X3" HILTI CONC. SURFACE 3" 3" MINIMUM 1 1 1 5 H I G H L A N D S T S A N T A A N A , C A 9 2 7 0 3 OW N E R 11 1 5 H I G H L A N D S T SA N T A A N A C A , 9 2 7 0 3 REVISION(S) 1 2 3 Scale: Date: Project #:24-260 9-15-2024 PR O J E C T A D D R E S S PR O P E R T Y M A N A G E M E N T : MI D - C I T I E S E N G I N E E R I N G R E S E R V E S I T S C O P Y R I G H T S T O T H E S E P L A N S A N D D R A W I N G S . W R I T T E N P E R M I S S I O N A N D C O N S E N T O F M . C . E . I S R E Q U I R E D P R I O R T O C H A N G I N G , R E P R O D U C I N G , C O P Y I N G I N A N Y F O R M O R M A N N E R W H A T S O E V E R O R A S S I G N I N G T O A N Y T H I R D P A R T Y . ( r e v 1 - 1 - 1 8 ) MI D C I T I E S E N G I N E E R I N G RE S I D E N T I A L C O M M E R C I A L I N D U S T R I A L 97 4 4 M A P L E S T . # 1 0 1 BE L L F L O W E R , C A 9 0 7 0 6 PH : ( 5 6 2 ) 8 6 6 - 3 6 2 5 , F X : ( 5 6 2 ) 2 3 2 - 4 1 2 1 WW W . M I D C I T I E S E N G I N E E R I N G . C O M STRUCTURAL DETAILS SD1 1/2"=1'0" 1115 W Highland St 1/16/2025 NEW WATERPROOFINGNEW PLY SHEATHING NEW 2X 14 JOISTS @ 16".O.C SLOPED AT 2% TO REPLACE EXISTING 2X 14 JOISTS (N) SIMPSON STRONG-TIE SINGLE 2-IN X 8-IN 18-GAUGE ZMAX FACE MOUNT JOIST HANGER (E)3"STEEL POST TO REMAIN (E) 2X4 STUDS @16" O.C. (E) 2X SILL PLATE (E) 2-2X TOP PLATE (E) 2X F.J. @16" O.C. 1-1/2" MAX. THRESHOLD (N)FLOOR SHEATHING AND WATERPROOFING (E) 2X14 F.J. @16" O.C. (E)STEEL POSTS TO REMAIN SCALE: N.T.S. NEW BEAM CONNECTION TO STEEL POSTS14 SIDE VIEW PER DETAIL #6-b/SD1 (N)SIMPSON STRONG-TIE SINGLE 2-IN X 8-IN 18-GAUGE ZMAX FACE MOUNT JOIST HANGER (N) 4X14 LEDGER W/ 5/8" BOLTS & w/3"x3"x0.229" washer PER DETAIL 15/SD2 (N) 4X FULL DEPTH BLOCKING PER DETAIL 16/SD2 1/8" NEW 4X12" BEAM EXISTING 2X JOISTS WOOD DECK SURFACE HSS 2"x2"x1/8" GUARDRAIL POST , TYP. 5" 1"1" 5"1" PL 5"x5"x1 4" W/ (4)-1/2"x8" LAG BOLTS 1/8" SCALE: N.T.S. GUARDRAIL POST TO BASE PLATE INTO WOOD17 8" (N) 4X14 LEDGER W/2X5/8" X7" BOLTS & w/3"x3"x0.229" WASHER PER BLOCK(BETWEEN 2 JOISTS. 15 LEDGER CONNECTION LEDGER @ EX. DECK (E) 2X4 STUDS @16" O.C. (E) 2X SILL PLATE (E) 2-2X TOP PLATE (E) 2X F.J. @16" O.C. (N) 2X14 F.J. @12" O.C. TO BE SLOPED 2% SIMP. LUS210 HANGER 1-1/2" MAX. THRESHOLD FLOOR SHEATHING 15/32" PLY. STRUC I, w/ 10d COMMON NAILS @6:6:12 2% NEW DEX-O-TEX WATERPROOFING WITH 2% SLOPE (E) 4X FULL DEPTH BLOCKING PER DETAIL 16/SD2 4"X FULL DEPTH BLOCKING BETWEEN JOISTS EXISTING 2X SILL PLATE 16" EXISTING FLOOR JOISTS 2-5/8" X7" GALVANIZED LAG SCREWS PER BLOCK 4X12 LEDGER A35 ON EACH SIDE 3-10d NAILS ON EACH SIDE (N) 4X14 LEDGER W/ 5/8" BOLTS & w/3"x3"x0.229" washer @16" O.C. STAGG. 16" O.C. STAGG. ELEVATION VIEW 16 BLOCKING FOR LEDGER NEW 4X FULL DEPTH BLOCKING SIMPSON CC0 3/16" CONTINUOUS FILLET WELD SIMPSON CCO 4-1/2" THROUGH BOLTS WITH NUTS AND WASHERS 1 1 1 5 H I G H L A N D S T S A N T A A N A , C A 9 2 7 0 3 OW N E R 11 1 5 H I G H L A N D S T SA N T A A N A C A , 9 2 7 0 3 REVISION(S) 1 2 3 Scale: Date: Project #:24-260 9-15-2024 PR O J E C T A D D R E S S PR O P E R T Y M A N A G E M E N T : MI D - C I T I E S E N G I N E E R I N G R E S E R V E S I T S C O P Y R I G H T S T O T H E S E P L A N S A N D D R A W I N G S . W R I T T E N P E R M I S S I O N A N D C O N S E N T O F M . C . E . I S R E Q U I R E D P R I O R T O C H A N G I N G , R E P R O D U C I N G , C O P Y I N G I N A N Y F O R M O R M A N N E R W H A T S O E V E R O R A S S I G N I N G T O A N Y T H I R D P A R T Y . ( r e v 1 - 1 - 1 8 ) MI D C I T I E S E N G I N E E R I N G RE S I D E N T I A L C O M M E R C I A L I N D U S T R I A L 97 4 4 M A P L E S T . # 1 0 1 BE L L F L O W E R , C A 9 0 7 0 6 PH : ( 5 6 2 ) 8 6 6 - 3 6 2 5 , F X : ( 5 6 2 ) 2 3 2 - 4 1 2 1 WW W . M I D C I T I E S E N G I N E E R I N G . C O M STRUCTURAL DETAILS SD2 1/2"=1'0" 1115 W Highland St 1/16/2025 1115 HIGHLAND ST SANTA ANA CA 92703 Work Description BEAM DESIGN Code 2022 California Building Code W/ Local Amendments Job Number 24-XXX Date 9-Dec-24 We are engaged in providing structural calculations and consultation in relation to the above-described project. We have no authority insofar as contractor or owner’s personnel are concerned. It is solely the responsibility of the owner and/or contractor to observe all safety ordinances for protection of personnel. In making use of this document, the contractor/owner agree to hold our company harmless from all costs of litigation that may arise out of alleged damages or injuries associated with the work defined by this document. The designer provided all information regarding this project to our company. We did not make any inspection or investigation of the site. The calculations and details provided in this document are applicable only if the information provided to us is adequate and reflective of field conditions. In case of any discrepancies, please contact us immediately. MCE2020@GMAIL.COM Tel: (562) 866-3625 STRUCTURAL CALCULATIONS Midcities Engineering 9744 Maple St. Suite # 101 Bellflower, CA 90706 www.MidCitiesEngineering.com Job Address Responsibility 1115 W Highland St 1/16/2025 Page Cover Page Seismic Analysis S1-S2 Anchor Bolt Design A1-A2 Knee Bracing Analysis K1 Guard Rail Design GR1 Foundation Design F1 Base Plate Design BP1 C chanel connection to wall C1 Table of Contents Subject 1115 W Highland St 1/16/2025 !"#$%&'&()*$+,$-./&01.2$*103$.43(&01.2*$5166$)1*/.201273$&0$889:;4<$=>?"@$.2$A3/3<+3($B8C$DEDF GHIHJKLMNOMPQRHSTQU VWXYZ[\]^_`YaXbc`^ deeYWffg hhhiMGTjklHUKMmSnMmHUSHMoUHnMpoMqrstunMvmo w``Yec^XbWfg uuxsusyqinMzhhsx{{hityr |}W~Xbc`^g {rMS €caWfbXa g rtryzhrzty‚tqƒhrƒyqxsi{„ …X†XYe\€‡ Wg mˆTL‰TR ŠW_WYW^ZW\‹`ZŒaW^bg omp szhŽ Šcf \wXbW `Y‡g ‘‘ VcbW\w}Xffg ’zKˆH“lS ”•–—˜™š•›•œšžš›– ŸXaW X}ŒW ‹WfZYc bc`^ mm hxrqu ¡p ¢MjJQ“UKM‰QSTQUM£¤ˆJTQK¥txrL¦ mh txyŽr ¡p ¢MjJQ“UKM‰QSTQUM£¤ˆJTQK¥hxtL¦ m¡m hxiir mTSˆz‰QKTTˆKML¤ˆRSJHlMHRRˆlˆJHSTQUM§Hl“ˆ m¡h ¨MU“ll mTSˆz‰QKTTˆKML¤ˆRSJHlMHRRˆlˆJHSTQUM§Hl“ˆ m’m hxtui ©“‰ˆJTRMLˆTL‰TRMKˆLTjUM§Hl“ˆMHSMtxrLMmo m’h ¨MU“ll ©“‰ˆJTRMLˆTL‰TRMKˆLTjUM§Hl“ˆMHSMhxtLMmo ª«¬«¬®¯°±²«³³´µ´¶ ·¸¹¹—ž—º»•¼™½»¾º›œ•ž—º» ŸXaW X}ŒW ‹WfZYc bc`^ m’p ¨MU“ll mˆTL‰TRMKˆLTjUMRHSˆjQJO ¿H hxr mTSˆMH‰¤lTTRHSTQUMHRSQJMHSMtxrL ¿§¨MU“ll mTSˆMH‰¤lTTRHSTQUMHRSQJMHSMhxtL p¢m txqr{ pQˆTRTˆUSMQMJTLÀM£txrL¦ p¢h txqri pQˆTRTˆUSMQMJTLÀM£hxtL¦ ÁÂÃÄÅ ÆÇÈÉÊÇËÇÉÌÍÎÍÏÉÐÑÇÒÓÔÕÉÌÍÎÍÏÉÖ×ÔØÙÚ 1115 W Highland St 1/16/2025 !" "# $ %$& $'! () **$$# %$& $+, )( #-.$ %/**0 1 0 $& $2 $ 3 %$& '! **$$# %$& +, (( #-.$ %/**0 1 0 $& 2 $ 3 %$& ( $ 3 %& 4567756789:;<5==>?>@ ABCDECFGHIFDJKLJMNICLDBCECDOPDQPADECRHCMIDNKSDFINICDTEDHTMNHDNUCKLUCKIFDITDIBCDVNHGCFDTEDNKSDLCHJKCNIJTKDHJKCFDUNLCDLGEJKWDIBCDXGJHLJKWDMTLCDNLTYIJTKDYETMCFFZD[FCEFDFBTGHLDMTKRJEUDNKS TGIYGIDTXINJKCLDRETUDIBJFDITTHD\JIBDIBCDHTMNHD]GIBTEJISD^NVJKWD_GEJFLJMIJTKDXCRTECDYETMCCLJKWD\JIBDLCFJWKZ `HCNFCDKTICDIBNIDIBCD]AaD^NbNELFDXSDcTMNIJTKD\CXFJICD\JHHDKTIDXCDGYLNICLDITDFGYYTEID]daeDfghhZDiJKLDTGID\BSZ jklmnokpqr ,.$ 3 *0- + 3 0 $2 $s * 3 $ s- - $ -$t *$ $* 3 * u! $$$$*$$$ $$*0*0$0!- $ - $-* $ 0$ t- 13 $0u$*0*0*0 $- $ $$$! $ -- $ -$ - $v $- $$$u-3 1 t - u$*$ - $ w $- $$$ 0- $$- 3 *0-$t *$ +$ $- -$t *$ $$ *0$$-$ +$ - -$t *$ $03*0- 3 * * $ $$* * 3 - *$ $* *0 x - 1115 W Highland St 1/16/2025 STEEL STAIR-A 1115 HIGHLAND ST STEEL STAIR WLL = 100 PSF WD.L = 100 PSF L stringer=12.25 ft WDL = 25 PSF WL.L = 125 PSF L landing=0.00 ft STRINGER W stringer=4.00 ft WD.L = 25 4.00 =100 #/ft W landing=0.00 ft WL.L = 100 4.00 =400 #/ft H=8.33 ft WD.L = 50.0 #/ft (PER ONE STRINGER) WL.L = 200.0 #/ft (PER ONE STRINGER) STRINGER DESIGN DEAD WEIGHT:1225 lbs LANDING DESIGN DEAD WEIGHT:0 lbs TOTAL DEAD WEIGHT:1225 lbs TOTAL WEIGHT OF STAIR + LIVE LOAD ON STRINGER = 6125 lbs 1-SEISMIC DESIGN CALCULATIONS : Calculation for Lateral load V= CsW (Seismic Lateral load) *For non building systems the seismic response coefficient WHERE: 1- Fp = 0.4*ap*SDs*Wp*[1+2(Z/h]/[R/I]ap = 1 (ASCE 13.5-1) SDs =2/3*Sms MAXIMUM:Wp = 2- Fp = 1.6*SDs*Ip*Wp (ASCE 13.3-2)Z = 8.33 h = 8.33 MINIMUM:R =1.5 3- Fp=0.3*SDs*Ip*Wp (ASCE 13.3-3)Ip = 1.5 SHEET OF CALCULATION 12/9/2024 SANTA ANA, CA 92703 DATE PROJECT NAME 1115 HIGHLAND ST SANTA ANA, CA 92703 1225 lbs SUBJECT STEEL STAIR PROJECT ADDRESS **==== * * ** S1 1115 W Highland St 1/16/2025 STEEL STAIR-A SITE LOCATION: Longitude:33.73749 Latitude:-117.8815 Ss=1.293 S1=0.462 SDs=1.035 R=1.5 W=1225 lbs 1- Fp =1521 lbs 2- Fp =3043 lbs MAX. 3- Fp =571 lbs MIN. GOVERNS:1521.5 lbs VERTICAL COMPONENT: Fv = 0.2*SDs*Wp (ASCE 12.4-4) Fv = 254 lbs THE STAIR IS SUPPORTED AT 2 POINTS (STRINGER BASE AND 1-POST) VERTICAL COMPONENT FROM SEISMIC PER 2 POINT SUPPORT = 126.8 lbs VERTICAL COMPONENT FROM SEISMIC PER 1 POST = 126.8 lbs HORIZONTAL COMPONENT FROM SEISMIC PER 2 POINT SUPPORT = 760.7 lbs HORIZONTAL COMPONENT FROM SEISMIC PER 1 POST = 760.7 lbs GRAVITY LOADS:D.L=100 HORIZONTAL COMPONANT D.L :1.91 10.33 8.33 10.33 =708 H 708 517 HD.L=877 lbs THEN HD.L=439 lbs (PER ONE POST)L.L=400 HORIZONTAL COMPONANT L.L :1.91 10.33 8.33 10.33 =2830 H 2830 2066 HL.L=3509 lbs THEN HL.L=1755 lbs (PER ONE POST) PER ONE POST (PER 1 BOLT) TOTAL HORIZONTAL COMPONANT (OWN WT + SEISMIC) = 2954 lbs 739 TOTAL VERTICAL COMPONANT (OWN WT + SEISMIC) = 3247 lbs 812 S2 1115 W Highland St 1/16/2025 Anchor Bolts INPUT DATA & DESIGN SUMMARY CONCRETE STRENGTH fc'=2.5 ksi SPECIFIED STRENGTH OF FASTENER futa =60 ksi (The strength of most fastenings is likely to be controlled by the embedment strength rather than the steel strength, so it is usually economical to use ASTM A307 Grade A fastener.) FACTORED DESIGN TENSION LOAD Nua =1.137 k (*1.4) FACTORED DESIGN SHEAR LOAD Vua =1.034 k (*1.4) EFFECTIVE EMBEDMENT DEPTH hef =10.000 in FASTENER DIAMETER d =0.500 in FASTENER HEAD TYPE 3 Hex ( 1=Square, 2=Heavy Square, 3=Hex, 4=Heavy Hex, 5=Hardened Washers ) DIST. BETWEEN THE FASTENER AND EDGE c =5.625 in [THE FASTENER DESIGN IS ADEQUATE.] SEISMIC LOAD ? (ACI 318-14 SEC 17.2.3)YES ANALYSIS EFFECTIVE AREA OF FASTENER Ase =0.142 in2 BEARING AREA OF HEAD Ab =0.291 in2, ( or determined from manufacture's catalogs.) CHECK FASTENER TENSILE STRENGTH : (ACI 318, SEC 17.4.1.2) =4.793 k >Nua [Satisfactory] where :f =0.75 x 0.75 =0.5625 , (ACI 318-14 SEC 17.2.3.4.4) CHECK CONCRETE BREAKOUT STRENGTH : (ACI 318, SEC 17.4.2.1) =11.923 k >Nua [Satisfactory] where :f =0.75 x 0.75 =0.5625 yc,N term is 1.0 for location where concrete cracking is likely to occur. CHECK PULLOUT STRENGTH : (ACI 318, SEC 17.4.3.1) =3.274 k >Nua [Satisfactory] where :f =0.75 x 0.75 =0.5625 ycp,N term is 1.0 for location where concrete cracking is likely to occur. CHECK SIDE-FACE BLOWOUT STRENGTH : (ACI 318, SEC 17.4.4.1) =13.655 k >Nua [Satisfactory] where :f =0.75 x 0.75 =0.5625 DETERMINE DESIGN TENSILE STRENGTH : =3.274 K CHECK FASTENER SHEAR STRENGTH : (ACI 318, SEC 17.5.1.2) =2.492 k >Vua [Satisfactory] where :f =0.65 x 0.75 =0.4875 (for built-up grout pads, first factor shall be multiplied by 0.8, ACI 318 17.5.1.3) CHECK CONCRETE BREAKOUT STRENGTH FOR SHEAR LOAD : (ACI 318, SEC 17.5.1.2) =3.381 k >Vua [Satisfactory] where :f =0.75 x 0.75 =0.5625 yc,V term is 1.0 for location where concrete cracking is likely to occur. AV / AVo and ycd,V terms are 1.0 for single shear fastener not influenced by more than one free edge. l term is load bearing length of the anchor for shear, not to exceed 8d. PROJECT NAME Single Fastener in Tension and Shear Near an Edge Based on ACI 318-14 MIDCITIES STEEL STAIR SUBJECT LATERAL ANALYSIS PROJECT NUMBER ADDRESS DATE 1115 HIGHLAND ST 12/9/2024 SHEET OF CALCULATION ()ses utanfNAf f= ()()'1.5 , , ,2 0.30.7 241.59 N N cb b efed N c N c N c No efef cA A fN N hhA hf f fy y y = = +   ()' ,8bpncp N cfNAf fy= ()'160 bsb ccfNAff= ()min , , ,n s cb pn sbN N N N Nfffff= 0.6 ses utnfVAff= 0.2 '1.5 , , , ,7V V cb bcd V c V cd V c V c Vo Vo lA A d fV V cdA Af f fy y y y   = =      A3 1115 W Highland St 1/16/2025 Anchor Bolts (Cont'd) CHECK PRYOUT STRENGTH FOR SHEAR LOAD : (ACI 318, SEC 17.5.3.1) =23.847 k >Vua [Satisfactory] where :f =0.75 x 0.75 =0.5625 yc,N term is 1.0 for location where concrete cracking is likely to occur. kcp =2.0 for hef > 2.5 in. DETERMINE DESIGN SHEAR STRENGTH : =2.492 K CHECK TENSION AND SHEAR INTERACTION : (ACI 318, SEC 17.6) Since Nua >0.2 f Nn and Vua >0.2 f Vn the full design strength is not permitted. The interaction equation must be used 0.76 <1.2 [Satisfactory] Summary of Dimensional Properties of Fasteners Effective Gross Area of Area of Threaded Fastener Fastener Heavy Heavy Hardened ( in2 )( in2 )Square Hex Washers 0.250 1/4 0.049 0.032 0.142 0.201 0.117 0.167 0.258 0.375 3/8 0.110 0.078 0.280 0.362 0.164 0.299 0.408 0.500 1/2 0.196 0.142 0.464 0.569 0.291 0.467 0.690 0.625 5/8 0.307 0.226 0.693 0.822 0.454 0.671 1.046 0.750 3/4 0.442 0.334 0.824 1.121 0.654 0.911 1.252 Technical Reference: 0.875 7/8 0.601 0.462 1.121 1.465 0.891 1.188 1.804 1. Ronald Cook, "Strength Design 1.000 1 0.785 0.606 1.465 1.855 1.163 1.501 2.356 of Anchorage to Concrete," PCA, 1.125 1 1/8 0.994 0.763 1.854 2.291 1.472 1.851 2.982 1999. 1.250 1 1/4 1.227 0.969 2.288 2.773 1.817 2.237 3.682 1.375 1 3/8 1.485 1.160 2.769 3.300 2.199 2.659 4.455 1.500 1 1/2 1.767 1.410 3.295 3.873 2.617 3.118 5.301 1.750 1 3/4 2.405 1.900 ---4.144 6.541 2.000 2 3.142 2.500 ---5.316 7.903 HexSquare( in ) Fastener Diameter Bearing Area of Heads, Nuts, and Washers ( Ab ) ( in2 ) ()()'1.5 , , ,2 0.30.7 241.59 N N cp cp b cp efed N c N c N c No efef cA A fV k N k hhA hf f fy y y = = +   ()min , ,n s cb cpV V V Vffff= ua ua n n N V N Vf f+ = A4 1115 W Highland St 1/16/2025 KNEE BRACING (K)(STAIR-A) V =1521 N =2663 STEEL POST KNEE BRACING:P =4841 l =1.5 V (TOTAL) = # OF POSTS H =3423 HEIGHT OF POST: h = HEIGHT OF BRACING: l =h =6.75 USE 4x4 STEEL POST W/KNEE BRACING PER DETAIL 3/S1 FORCE PER POST @ BOTTOM =F = V/nb of post F =761 lbs =761 HORI. COMPONENET OF FORCE IN KNEE BRACING = H =3423 lbs FORCE ON NAILED CONNECTION = P =4841 lbs FORCE AT TOP OF POST = N =2663 lbs CHECK FOR SHEAR ON STEEL WELD: USE STEEL PLATE WELDED TO CANOPY T =3423 lbs Use Weld 3/16 E70 (SMAW) Strength of Weld =2.78 kips/ linear in Lw needed = Tension / Strength of Weld =1.231 in Lw Actual =8 in T Actual =22.24 kips >3.42 kips OK 12/9/2024 SHEET OF CALCULATION 2 6.75 ft LATERAL ANALYSIS PROJECT NUMBER MIDCITIES DATE SUBJECT 1115 HIGHLAND ST PROJECT NAME 1115 HIGHLAND ST SANTA ANA, CA 92703 STEEL STAIR ADDRESS 1.50 ft 1521 lbs K5 1115 W Highland St 1/16/2025 GAURDRAIL Hand Rails and Guard Rail design (Per CBC2022) DESIGN FOR THE GREATER (50 LB/FT OR 200 LBS CONCENTRATED) LATERAL LOAD 200 lb (GREATER)200 SPACING OF POST 4 ft O.C QUARD RAIL HEIGHT 42 in 3.5 ft I)Mc=200 42 8400 #-in T=C=8400 1.5 5600 # CHECK FOR TENSION ON STEEL WELD:(SEE DET 2a) T =5.60 kips Use Weld 3/16 E70 (SMAW) Strength of Weld =2.78 kips/ linear in Lw needed = Tension / Strength of Weld =2.01 in Lw Actual =6 in T Actual =16.68 kips >5.60 kips OK TS 1-1/2"X STRONG @ 4' O.C DESIGN CHECK: S=0.390 IN3 BENDING IN PIPE: fb=8400 0.390 =21538 >21600PSI OK ADDRESS DATE GUARD RAIL DESIGN 12/9/2024 PROJECT NAME SUBJECT PROJECT NUMBER = = == *= = Mp 3' - 6 " 34 " - 3 8 " 11 2" 3 16" GR6 1115 W Highland St 1/16/2025 PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY : INPUT DATA & DESIGN SUMMARY AXIAL LOAD OF COMPRESSION P a =7 kips, ASD STEEL PLATE YIELD STRESS F y =60 ksi CONCRETE STRENGTH f c ' =2.5 ksi COLUMN SIZE =>HSS4X4X3/16 BASE PLATE SIZE N =10 in B =10 in AREA OF CONCRETE SUPPORT A 2 =576 in2 (geometrically similar to and concentric with the loaded area.) USE 10 x 10 1/4 in thick plate MIN. ANALYSIS CHECK BEARING PRESSURE (AISC 360-16 J8) 170.00 kips >Pa Where A 1 =100 in2, actual area of base plate.[Satisfactory] Wc =2.50 DETERMINE VALUES OF m, n, n', X , and l (AISC 16th Page 14-5) m = 0.5 (N - 0.95 d) =3.10 in n = 0.5 (B - 0.95 b ) =3.10 in n' = 0.25 (d b )0.5 =1.00 in 0.04 0.21 Where d =4.00 in, depth of column section. b =4.00 in, width of column section. DETERMINE REQUIRED THICKNESS OF BASE PLATE (AISC 16th Page 14-6) 0.19 in Where l = MAX ( m, n, ln' ) =3.10 in Tube Base Plate Design Based on AISC Manual 16th Edition (AISC 360-16) 12/9/2024 1115 HIGHLAND ST SANTA ANA, CA '1 2 1 / 0.85 , 1 , 1.7cp c c f A AMIN MAXP A   = = W   W     ()2 4 , 1c a p db PX MIN Pd b   W  = =  +   2 , 11 1 XMIN Xl = =  + −  min 3.33 a y PltBNF= = BP1 1115 W Highland St 1/16/2025 FOUNDATION ANALYSIS (F) FOUNDATION ANALYSIS AND DESIGN SOIL BEARING PRESSURE IS LIMITED TO (PER TABLE 1806.2-UNLESS A SOIL REPORT IS SUBMITTED) : σ =1500 psf (IN CASE THE FOOTING DEPTH IS EQUAL TO 24" USE 10% INCREASE) 1- CONTINUOUS FOOTING UNIFORM LOAD: 12" WIDE = 15" WIDE = 18" WIDE = 2- CONCENTRATED LOAD ON CONTINUOUS FOOTING LOAD CAPACITY 12" WIDE BY 12" BELOW FINISH GRADE CONCENTRATED LOAD: L = 36 + 3.50 L = 39.5 in W= 3.5 in L = 39.5 x 12 = 474 in x = LBS S.F 15" WIDE BY 18" BELOW FINISH GRADE L = 48 + 3.50 D L = 51.5 in L = 51.5 x 15 = 772.5 in x = LBS S.F L=2*D+W D= FOOTING HIGHT+6" 18" WIDE BY 24" BELOW FINISH GRADE L = 60 + 3.50 L = 63.5 in L = 63.5 x 18 = 1143 in x = LBS S.F 3- CONCENTRATED LOAD ON PAD FOOTING, LOAD CAPACITY 12" DEEP Pall = 2.25 ft x σ Pall = 4 ft x σ 42" SQ Pall = lb 18SQ Pall = 3375 lb 24SQ Pall = 6000 lb 44" SQ Pall = lb 48" SQ Pall = lb Pall = 6.25 ft x σ Pall = 9 ft x σ 54" SQ Pall = lb 30SQ Pall = 9375 lb 36SQ Pall = 13500 lb Pall = 11.11 ft x σ 40SQ Pall = 16665 lb PAD FOOTING DESIGN: ASSUME ALLOWABLE SOIL PRESSURE = 1500 PSF PER TABLE 18-1-1 REACTION STATUS FOUND R CAPACITY 3423 NO FOUND 0.00 FOUNDATION ANALYSIS SHEET OF CALCULATION 5326 ELVIRA RD WOOD HILLSPROJECT NAME SUBJECT PAD DESIGN PROJECT NUMBER ADDRESS DAT 1115 HIGHLAND ST 12/9/202 1500 lb/ft (F1) 24"*24"*24"2.28 S.F 2250 lb/ft 1875 lb/ft PAD AREA 8.73 3.29 5.36 PAD NAME 4937.50 8046.88 13096.88 18375 20166 24000 30375 MEMBERS C6X8.5 POINT LAOD A = R/1500 ft2 σ 144 σ 144 σ 144 F1 1115 W Highland St 1/16/2025 DATE: 7/26/2023 COMPANY: Mid-Cities EngineeringSTRUCALC BUILD: StruCalc Pro DESIGNED BY: Mid Cities EngineersCUSTOMER:REVIEWED BY: Mid Cities EngineersPROJ. ADDRESS:-- PROJECT SUMMARY Project Name: 24-XXX 1115 HIGHLAND ST SANTA ANA, CA 92703 (STEEL STAIR)(12-4-24) Governing Codes:Building Code: 2021 International Building CodeASCE: ASCE 7-16Steel: AISC 360-16Concrete: ACI 318-19Masonry: TMS 402/602-16 Page 1 2021 International Building Code ASDPROJECT: 24-XXX 1115 HIGHLAND ST SANTA AN... Module Location: 4X4X3/16 STEEL POST (STAIR-A)Module Level: StruCalc Members Module Type: Column Material Type: Steel HSS Square HSS4x4x.313 Member Dimensions: 4 in. X 4 in. X 6.75 ft Section Adequacy:77.43% Controlling Factor: Bending-Compression Module Location: EX. C6X8.2 STRINGERModule Level: StruCalc Members Module Type: Floor Beam Material Type: Steel C Shapes C6x8.2 Member Dimensions: 1.92 in. X 6 in. X 12.24 ft Section Adequacy:56.89% Controlling Factor: Moment Y 1115 W Highland St 1/16/2025 PASS DATE: 7/26/2023 COMPANY: Mid Cities EngineersSTRUCALC BUILD: StruCalc Pro DESIGNED BY: Mid Cities EngineersCUSTOMER:REVIEWED BY: Mid Cities EngineersPROJ. ADDRESS: --PROJECT NAME: 24-XXX 1115 HIGHLAND ST SANTA ANA, CA ....--LEVEL: StruCalc Members LOADING: ASDMEMBER NAME: 4X4X3/16 STEEL POST (STAIR-A) CODE: 2021 International Building CodeMEMBER TYPE: COLUMN AISC: AISC 360-16MATERIAL: Steel HSS Square HSS4x4x.313 A500 Gr.B-46 4X4X3/16 STEEL POST (STAIR-A) DIAGRAM COLUMN PROPERTIES Start(ft) 0 End(ft): 6.75 Es x10³ Fy x10³ Fu x10³ Area Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 46 58 4.1 9.14 9.14 5.59 5.59 15.3 0 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in) Flexure Flexure Compression Compression Cv Cv_WA 173 4651 Compact Compact Non-Slender Non-Slender 1 1 COLUMN DATA Unbraced Length Column End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 6.75 6.75 6.75 0 0 92.57 12.83 12.83 30.11 50.28 1.39 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Compressive Force (lbf) Bending-Compression (Unit) PASS/FAIL PASS (93.8%) PASS (78.4%) PASS (94.9%) PASS (77.4%) MAGNITUDE -1863.6 2767.5 4758.5 0.23 STRENGTH 30106.5 12831.3 92574.1 1.00 LOCATION (ft) 5.265 5.197 0 0 AISC CODE G4-1 F7-1 E3-1 H1-1b LOAD COMBO D+0.7E(+) D+0.7E(+) D+L D+0.7E(+) REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE SEISMIC + TOTALZ axis A 1858 2901 0 4759 B 0 0 0 0 Y axis A 0 0 761 761 B 0 0 2662 2662 Reaction Location A BLOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (lbf) Point 3423 - 5.25 - SeismicPlus Y Self Weight (lbf/ft) - 14.83 14.83 0 6.75 Dead Z Page 2 2021 International Building Code ASDPROJECT: 24-XXX 1115 HIGHLAND ST SANTA AN... 1115 W Highland St 1/16/2025 LINKED LOAD LIST Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Axial (lbf) EX. C6X8.2 STRINGER B -878.891 -878.891 6.75 6.75 Dead Z Axial (lbf) EX. C6X8.2 STRINGER B -878.891 -878.891 6.75 6.75 Dead Z Axial (lbf) EX. C6X8.2 STRINGER B -1450.316 -1450.316 6.75 6.75 Live Z Axial (lbf) EX. C6X8.2 STRINGER B -1450.316 -1450.316 6.75 6.75 Live Z Page 3 2021 International Building Code ASDPROJECT: 24-XXX 1115 HIGHLAND ST SANTA AN... Member Name: 4X4X3/16 STEEL POST (STAIR-A)1115 W Highland St 1/16/2025 PASS DATE: 7/26/2023 COMPANY: Mid Cities EngineersSTRUCALC BUILD: StruCalc Pro DESIGNED BY: Mid Cities EngineersCUSTOMER:REVIEWED BY: Mid Cities EngineersPROJ. ADDRESS: --PROJECT NAME: 24-XXX 1115 HIGHLAND ST SANTA ANA, CA ....--LEVEL: StruCalc Members LOADING: ASDMEMBER NAME: EX. C6X8.2 STRINGER CODE: 2021 International Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C6x8.2 A36-36 BEAM PROPERTIES Start (ft): 0 End (ft): 12.24 Member Slope: 0/12 Actual Length (ft): 12.24 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³)(in³) (in⁴) (in⁶) 29000 36 58 2.39 6 0.2 0.343 1.92 13.1 0.687 5.16 0.987 0.074 4.7 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in) Flexure Flexure Compression Compression Cv Cv_WA 27 122 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 10.33 0 10.33 0 0 0 0 0 0 0 0 0 1 1.91 0 1.91 0 0 0 0 0 0 0 0 0 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) PASS/FAIL PASS (89.0%) PASS (56.9%) PASS (61.5%) MAGNITUDE -1700.2 3996.3 0.199 (=L/738) STRENGTH 15521.0 9269.5 0.516 (=L/285) LOCATION (ft) 10.282 5.018 5.141 AISC CODE G2-1 F2-1 LOAD COMBO D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 605 998 1603 B 879 1450 2329 C 0 0 0 Reaction Location A B CLOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Trapezoidal (lbf/ft) Trapezoidal 200 200 0 12.24 Live Y Trapezoidal (lbf/ft) Trapezoidal 50 50 0 12.24 Dead Y Trapezoidal (lbf/ft) Trapezoidal 63 63 0 12.24 Dead Y Self Weight (lbf/ft) - 8.2 8.2 0 12.24 Dead Y Page 4 2021 International Building Code ASDPROJECT: 24-XXX 1115 HIGHLAND ST SANTA AN... 1115 W Highland St 1/16/2025 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 8 19 10 111 12 13 14 15 #2 #3 #4 #9 #8 #5 #7 #6 #1 BUILDING FIRST FLOOR PLAN NEW 42" HIGH STEEL GUARDRAILS NEW EXTENDED STEEL HANDRAIL TO BE EXTENDED 12"+ TREAD DEPTH ON BOTH SIDES OF STAIRCASE EXISTING STEEL STAIRCASE AND AGGREGATE STEPS TO REMAIN EXISTING 3" STEEL POST TO REMAIN 4'3'-6" 12 ' - 3 " 4' - 4 " 4' 33 ' - 4 " NEW 42" HIGH STEEL GUARDRAILS NEW EXTENDED STEEL HANDRAIL TO BE EXTENDED 12"+ TREAD DEPTH ON BOTH SIDES OF STAIRCASE EXISTING STEEL STAIRCASE AND AGGREGATE STEPS TO REMAIN EXISTING 3" STEEL POST TO REMAIN 12 ' - 3 " 4' - 4 " 53 ' - 1 1 " 4'3'-6" 1' - 1 1 " 1' - 1 1 " 3' - 5 " NEW EXTENDED STEEL HANDRAIL TO BE EXTENDED 12"+ TREAD DEPTH ON ONE SIDE OF STAIRCASE NEW EXTENDED STEEL HANDRAIL TO BE RETURNED TO NEWEL POST, TO DO NOT ABSTRACT PATH OF TRAVEL 1' - 1 1 " NEW EXTENDED STEEL HANDRAIL TO BE EXTENDED 12"+ TREAD DEPTH ON BOTH SIDES OF STAIRCASE 12'-1"12'-1" 8'-1" 4'-2" 5' - 3 " NEW 42" HIGH STEEL GUARDRAILS NEW 42" HIGH STEEL GUARDRAILS NEW STEEL POST PER PLANNEW STEEL POST PER PLAN SCALE: 3/16"=1'0" 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 8 19 10 111 12 13 14 15 #11 #12 #13 #14 #18 #17 #15 #10 #16 BUILDING SECOND FLOOR PLAN 4'3'-6" 12 ' - 3 " 4' - 4 " 33 ' - 4 " 12 ' - 3 " 4' - 4 " 54 ' - 1 " 4'3'-6" 12'-1"12'-1" 8'-1" 4' 4'-5" NEW 42" HIGH STEEL GUARDRAILS NEW 42" HIGH STEEL GUARDRAILS NEW 42" HIGH STEEL GUARDRAILS NEW 42" HIGH STEEL GUARDRAILS NEW 42" HIGH STEEL GUARDRAILS NEW 42" HIGH STEEL GUARDRAILS NEW 42" HIGH STEEL GUARDRAILS NEW 42" HIGH STEEL GUARDRAILS NEW 42" HIGH STEEL GUARDRAILS NEW STEEL HANDRAILS TO EXTEND 12" INTO TOP LANDING NEW STEEL HANDRAILS TO EXTEND 12" INTO TOP LANDING NEW STEEL HANDRAILS TO EXTEND 12" INTO TOP LANDING NEW STEEL HANDRAILS TO EXTEND 12" INTO TOP LANDING 1'1' 1'1' 1' 1' 1' 1' SCALE: 3/16"=1'0" WALL LEGEND STRUCTURE TO BE DEMOLISHED AREA TO BE EXCLUDED FROM SCOPE PF WORK EXISTING GUARDRAILS TO BE REPLACED NEW STEEL GUARDRAILS NEW STEEL HANDRAILS EXISTING FENCE TO REMAIN SECOND FLOOR PROJECTION EXISTING WALLS STAIRS TREAD STAIRS TREAD PROJECTION NEW DEX-O-TEX EXISTING ROUND STEEL POST NEW STEEL POST WALL LEGEND STRUCTURE TO BE DEMOLISHED AREA TO BE EXCLUDED FROM SCOPE PF WORK EXISTING GUARDRAILS TO BE REPLACED NEW STEEL GUARDRAILS NEW STEEL HANDRAILS EXISTING FENCE TO REMAIN SECOND FLOOR PROJECTION EXISTING WALLS STAIRS TREAD STAIRS TREAD PROJECTION NEW DEX-O-TEX EXISTING ROUND STEEL POST NEW STEEL POST 1 1 1 5 H I G H L A N D S T S A N T A A N A , C A 9 2 7 0 3 OW N E R 11 1 5 H I G H L A N D S T SA N T A A N A C A , 9 2 7 0 3 REVISION(S) 1 2 3 Scale: Date: Project #:24-260 9-15-2024 PR O J E C T A D D R E S S PR O P E R T Y M A N A G E M E N T : MI D - C I T I E S E N G I N E E R I N G R E S E R V E S I T S C O P Y R I G H T S T O T H E S E P L A N S A N D D R A W I N G S . W R I T T E N P E R M I S S I O N A N D C O N S E N T O F M . C . E . I S R E Q U I R E D P R I O R T O C H A N G I N G , R E P R O D U C I N G , C O P Y I N G I N A N Y F O R M O R M A N N E R W H A T S O E V E R O R A S S I G N I N G T O A N Y T H I R D P A R T Y . ( r e v 1 - 1 - 1 8 ) MI D C I T I E S E N G I N E E R I N G RE S I D E N T I A L C O M M E R C I A L I N D U S T R I A L 97 4 4 M A P L E S T . # 1 0 1 BE L L F L O W E R , C A 9 0 7 0 6 PH : ( 5 6 2 ) 8 6 6 - 3 6 2 5 , F X : ( 5 6 2 ) 2 3 2 - 4 1 2 1 WW W . M I D C I T I E S E N G I N E E R I N G . C O M FLOOR PLAN A1 NOTED 1115 W Highland St 1/16/2025 G.0 T.P1 F.F2 T.P2 8' - 4 " 8' - 0 " 17 ' - 4 " 9' - 4 " 14 13 12 11 10 9 8 7 6 5 4 3 2 1 15 # 4 #3 # 5 #14 #13 #12 #11 14 13 12 11 10 9 8 7 6 5 4 3 2 1 #2 3' - 6 " 3' 3' - 6 " 3' - 6 " 3' 3' - 6 " 3' NEW 42" STEEL GUARDRAILS NEW 42" STEEL GUARDRAILS NEW 42" STEEL GUARDRAILS NEW 42" STEEL GUARDRAILS EXISTING STEEL STAIRCASE TO REMAIN EXISTING STEEL STAIRCASE TO REMAIN NEW STEEL HANDRAILS AT BOTH SIDES OF STAIRCASE TO EXTEND 12"+TREAD DEPTH NEW STEEL HANDRAILS AT BOTH SIDES OF STAIRCASE TO EXTEND 12"+TREAD DEPTHEXISTING STEEL POSTS TO REMAIN NEW STEEL POST FOR ADDITIONAL SUPPORT NEW STEEL HANDRAILS TO EXTEND 12" INTO TOP LANDING NEW STEEL HANDRAILS TO EXTEND 12" INTO TOP LANDING WALL MOUNTED BUILDING EAST ELEVATION SCALE: 3/16"=1'0" NEW BEAM PLEASE SEE SHEET S2 G.0 T.P1 F.F2 T.P2 8' - 4 " 8' - 0 " 17 ' - 4 " 9' - 4 " 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 G.0 T.P1 F.F2 T.P2 8' - 4 " 8' - 0 " 17 ' - 4 " 9' - 4 " 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 3' - 6 " 3' - 6 " EXISTING STEEL STAIRCASE TO REMAIN EXISTING STEEL STAIRCASE TO REMAINEXISTING STEEL STAIRCASE TO REMAIN EXISTING STEEL STAIRCASE TO REMAIN NEW STEEL POST FOR ADDITIONAL SUPPORT NEW STEEL POST FOR ADDITIONAL SUPPORT NEW 42" STEEL GUARDRAILS NEW 42" STEEL GUARDRAILS NEW 42" STEEL GUARDRAILS NEW 42" STEEL GUARDRAILS BUILDING SOUTH ELEVATION SCALE: 3/16"=1'0" G.0 T.P1 F.F2 T.P2 8' - 4 " 8' - 0 " 17 ' - 4 " 9' - 4 " 14 13 12 11 10 9 8 7 6 5 4 3 2 1 15 #7 # 8 #6 #15 #16 #17 #18 14 13 12 11 10 9 8 7 6 5 4 3 2 1 # 9 3' - 6 " 3' - 6 " 3'3' - 6 " 3' 3' - 6 " 3' - 6 " NEW STEEL HANDRAILS AT BOTH SIDES OF STAIRCASE TO EXTEND 12"+TREAD DEPTH WALL MOUNTED NEW STEEL HANDRAILS AT BOTH SIDES OF STAIRCASE TO EXTEND 12"+TREAD DEPTH EXISTING STEEL STAIRCASE TO REMAIN EXISTING STEEL STAIRCASE TO REMAIN NEW STEEL POST FOR ADDITIONAL SUPPORT EXISTING STEEL POSTS TO REMAIN NEW 42" STEEL GUARDRAILS NEW 42" STEEL GUARDRAILS NEW 42" STEEL GUARDRAILS NEW 42" STEEL GUARDRAILS NEW 42" STEEL GUARDRAILS NEW STEEL HANDRAILS TO EXTEND 12" INTO TOP LANDING WALL MOUNTED NEW STEEL HANDRAILS TO EXTEND 12" INTO TOP LANDING BUILDING WEST ELEVATION SCALE: 3/16"=1'0" NEW BEAM PLEASE SEE SHEET S2 1 1 1 5 H I G H L A N D S T S A N T A A N A , C A 9 2 7 0 3 OW N E R 11 1 5 H I G H L A N D S T SA N T A A N A C A , 9 2 7 0 3 REVISION(S) 1 2 3 Scale: Date: Project #:24-260 9-15-2024 PR O J E C T A D D R E S S PR O P E R T Y M A N A G E M E N T : MI D - C I T I E S E N G I N E E R I N G R E S E R V E S I T S C O P Y R I G H T S T O T H E S E P L A N S A N D D R A W I N G S . W R I T T E N P E R M I S S I O N A N D C O N S E N T O F M . C . E . I S R E Q U I R E D P R I O R T O C H A N G I N G , R E P R O D U C I N G , C O P Y I N G I N A N Y F O R M O R M A N N E R W H A T S O E V E R O R A S S I G N I N G T O A N Y T H I R D P A R T Y . ( r e v 1 - 1 - 1 8 ) MI D C I T I E S E N G I N E E R I N G RE S I D E N T I A L C O M M E R C I A L I N D U S T R I A L 97 4 4 M A P L E S T . # 1 0 1 BE L L F L O W E R , C A 9 0 7 0 6 PH : ( 5 6 2 ) 8 6 6 - 3 6 2 5 , F X : ( 5 6 2 ) 2 3 2 - 4 1 2 1 WW W . M I D C I T I E S E N G I N E E R I N G . C O M ELEVATION PLAN A 2 NOTED 1115 W Highland St 1/16/2025 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 8 19 10 111 12 13 14 15 2-STOTY RESIDENCE 2-STOTY RESIDENCE LAUNDRY ROOM PROPERTY LINE 150.00' PR O P E R T Y L I N E 1 5 0 . 0 0 ' 2-STOTY RESIDENCE SCALE: 1/4"=1'0" AREA OF WORK 43 ' - 2 " 18'-5" 19 ' 5' 5' 19'-5" EX. SITE PLAN SCALE: 1/8"=1'0" 1115 HIGHLAND ST 11 1 5 H I G H L A N D S T SA N T A A N A , C A 9 2 7 0 3 OW N E R 11 1 5 H I G H L A N D S T SA N T A A N A C A , 9 2 7 0 3 REVISION(S) 1 2 3 Scale: Date: Project #:24-260 9-15-2024 PR O J E C T A D D R E S S PR O P E R T Y M A N A G E M E N T : MI D - C I T I E S E N G I N E E R I N G R E S E R V E S I T S C O P Y R I G H T S T O T H E S E P L A N S A N D D R A W I N G S . W R I T T E N P E R M I S S I O N A N D C O N S E N T O F M . C . E . I S R E Q U I R E D P R I O R T O C H A N G I N G , R E P R O D U C I N G , C O P Y I N G I N A N Y F O R M O R M A N N E R W H A T S O E V E R O R A S S I G N I N G T O A N Y T H I R D P A R T Y . ( r e v 1 - 1 - 1 8 ) MI D C I T I E S E N G I N E E R I N G RE S I D E N T I A L C O M M E R C I A L I N D U S T R I A L 97 4 4 M A P L E S T . # 1 0 1 BE L L F L O W E R , C A 9 0 7 0 6 PH : ( 5 6 2 ) 8 6 6 - 3 6 2 5 , F X : ( 5 6 2 ) 2 3 2 - 4 1 2 1 WW W . M I D C I T I E S E N G I N E E R I N G . C O M 1. THE ORGANIZATION OF THE SPECIFICATIONS INFO DIVISIONS, SECTIONS AND ARTICLES, AND THE ARRANGEMENTS OF DRAWINGS SHALL NOT CONTROL THE CONTRACTOR IN DIVIDING THE WORK AMONG SUBCONTRACTORS OR IN ESTABLISHING THE EXTENT OF WORK TO BE PERFORMED BY ANY TRADE. 2. ALL MATERIALS AND WORK SHALL CONFORM TO ALL GOVERNING BUILDING CODES AND REGULATIONS. 3. THE CONTRACTOR SHALL ALL TIMES KEEP THE PREMISES FREE FROM ACCUMULATIONS OF WASTE MATERIALS OR RUBBISH CAUSED BY HIS EMPLOYEES OR WORK, AND AT THE COMPLETION OF THE WORK, HE SHALL REMOVE ALL HIS RUBBISH FROM AND ABOUT THE BUILDING AND ALL HIS TOOLS, SCAFFOLDING AND SURPLUS MATERIALS AND SHALL LEAVE HIS WORK BROOM CLEAN OR ITS EQUIVALENT, UNLESS MORE EXACTLY SPECIFIED. IN CASE OF DISPUTE, THE OWNER MAY REMOVE THE RUBBISH AND CHARGE THE COST TO THE CONTRACTOR AS THE ARCHITECT MAY DETERMINE. 4. THESE DRAWINGS DO NOT PURPORT TO SHOW ALL EXISTING (E) CONDITIONS, EXISTING ITEMS TO BE REMOVED, INTERFACE BETWEEN EXISTING AND NEW. FURTHER, MANY EXISTING CONDITIONS WERE BASED ON ORIGINAL AND/ OR "AS-BUILT" DRAWINGS GENERATED FROM NONDESTRUCTIVE FIELD SURVEYS. ALTHOUGH THE BASIC INFORMATION IS ACCURATE, ACTUAL SITE CONDITIONS MAY VARY. 5. THE CONTRACTOR SHALL CAREFULLY STUDY AND COMPARE THE CONTRACT DOCUMENTS WITH EACH OTHER AND WITH INFORMATION FURNISHED BY THE OWNER AND SHALL AT ONCE REPORT TO THE ARCHITECT ERRORS, INCONSISTENCIES OR OMISSIONS DISCOVERED. THE CONTRACTOR SHALL NOT BE LIABLE TO THE OWNER OR ARCHITECT FOR DAMAGE RESULTING FROM ERRORS, INCONSISTENCIES OR OMISSIONS IN THE CONTRACT DOCUMENTS UNLESS THE CONTRACTOR RECOGNIZED SUCH ERROR, INCONSISTENCY OR OMISSION AND KNOWINGLY FAILED TO REPORT IT TO THE ARCHITECT. IF THE CONTRACTOR PERFORMS ANY CONSTRUCTION ACTIVITY KNOWING IT INVOLVES A RECOGNIZED ERROR, INCONSISTENCY OR OMISSION IN THE CONTRACT DOCUMENTS WITHOUT SUCH NOTICE TO THE ARCHITECT, THE CONTRACTOR SHALL ASSUME APPROPRIATE RESPONSIBILITY FOR SUCH PERFORMANCE AND SHALL BEAR AN APPROPRIATE AMOUNT OF THE ATTRIBUTABLE COSTS FOR CORRECTION. 6. THE CONTRACTOR SHALL TAKE FIELD MEASUREMENTS AND VERIFY FIELD CONDITIONS AND SHALL CAREFULLY COMPARE SUCH FIELD MEASUREMENTS AND CONDITIONS AND OTHER INFORMATION KNOWN TO THE CONTRACTOR WITH THE CONTRACT DOCUMENTS BEFORE COMMENCING ACTIVITIES. ERRORS, INCONSISTENCIES OR OMISSIONS DISCOVERED SHALL BE REPORTED TO THE ARCHITECT AT ONCE. 7. THE CONTRACTOR WARRANTS TO THE OWNER AND ARCHITECT THAT MATERIALS AND EQUIPMENT FURNISHED UNDER THE CONTRACT WILL BE OF GOOD QUALITY AND NEW UNLESS OTHERWISE REQUIRED OR PERMITTED BY THE CONTRACT DOCUMENTS, THAT THE WORK WILL BE FREE FROM DEFECTS NOT INHERENT IN THE QUALITY REQUIRED OR PERMITTED, AND THAT THE WORK WILL CONFORM WITH THE REQUIREMENTS OF THE CONTRACT DOCUMENTS. WORK NOT CONFORMING TO THESE REQUIREMENTS, INCLUDING SUBSTITUTIONS NOT PROPERLY APPROVED AND AUTHORIZED, MAY BE CONSIDERED DEFECTIVE. THE CONTRACTOR'S WARRANTY EXCLUDES REMEDY FOR DAMAGE OR DEFECT CAUSED BY ABUSE, MODIFICATIONS NOT EXECUTED BY THE CONTRACTOR, IMPROPER OPERATION, OR NORMAL WEAR AND TEAR UNDER NORMAL USAGE. IF REQUIRED BY THE ARCHITECT, THE CONTRACTOR SHALL FURNISH SATISFACTORY EVIDENCE AS TO THE KIND AND QUALITY OF MATERIALS AND EQUIPMENT. 8. THE CONTRACTOR SHALL EMPLOY A COMPETENT SUPERINTENDENT AND NECESSARY ASSISTANTS WHO SHALL BE IN ATTENDANCE AT THE PROJECT SITE DURING PERFORMANCE OF THE WORK. THE SUPERINTENDENT SHALL REPRESENT THE CONTRACTOR, AND COMMUNICATIONS GIVEN TO THE SUPERINTENDENT SHALL BE AS BINDING AS IF GIVEN TO THE CONTRACTOR. IMPORTANT COMMUNICATIONS SHALL BE CONFIRMED IN WRITING. OTHER COMMUNICATIONS SHALL BE SIMILARLY CONFIRMED ON WRITTEN REQUEST IN EACH CASE. GENERAL NOTES BMP NOTES DIRECTORY PROPERTY OWNER : 1115 HIGHLAND ST SANTA ANA CA, 92703 ENGINEER: AYMAN IVAN SHMEIT 9744 MAPLE ST. #101 BELLFLOWER, CA 90706 TEL: (562) 866-3625 FAX: (562) 232-4121 WWW.MIDCITIESENGINEERING.COM PROJECT SUMMARY TYPE OF CONSTRUCTION: TYPE V-B NUMBER OF UNITS: 18 ZONE: R-3 NUMBER OF STORIES: 2 LEGAL DESCRIPTION HIGHLAND ST TR LOT 3 ALL -EX N 150 FT- THEREOF(E 40 FT S 150 FT LOT 5 TR 341 ASSESSOR'S ID. NUMBER: 010-183-23 SCOPE OF WORK 1)REPLACE EXISTING STEEL GUARDRAILS WITH 42" AT ELEVATED WALKWAYS. 2) REPLACE EXISTING STEEL GUARDRAILS WITH 42" AT 4-SETS OF STAIRS. SHEET INDEX SP SITE PLAN FLOOR PLANSA1 ELEVATION PLANSA2 STRUCTURAL PLANSS1 SITE PLAN SP 1/8"=1'0" PROJECT LOCATION STRUCTURAL DETAILSSD1 CODES THE GOVERNING CODES FOR THIS PROJECT ARE: 2022 CALIFORNIA BUILDING CODE 2022 CALIFORNIA FIRE CODE -ALL WORK SHALL CONFORM TO: CITY OF SANTA ANA ZONING AND DEPARTMENT OF BUILDING AND SAFETY. 1. ERODED SEDIMENTS AND OTHER POLLUTANTS MUST BE RETAINED ON-SITE AND MAY NOT BE TRANSPORTED FROM THE SITE VIA SHEET FLOW, SWALES, AREA DRAINS, NATURAL DRAINAGE COURSES OR WIND. 2. STOCKPILES OF EARTH AND OTHER CONSTRUCTION RELATED MATERIALS MUST BE PROTECTED FROM BEING TRANSPORTED FROM THE SITE BY THE FORCES OF WIND OR WATER. 3. FUELS, OILS, SOLVENTS, AND OTHER TOXIC MATERIALS MUST BE STORED IN ACCORDANCE WITH THEIR LISTING AND ARE NOT TO CONTAMINATE THE SOIL AND SURFACE WATERS. ALL APPROVED STORAGE CONTAINERS ARE TO BE PROTECTED FROM THE WEATHER. SPILLS MUST BE CLEANED UP IMMEDIATELY AND DISPOSED OF IN A PROPER MANNER. SPILLS MAY NOT BE WASHED INTO THE DRAINAGE SYSTEM. 4. NON-STORM WATER RUN-OFF FROM EQUIPMENT AND VEHICLE WASHING AND ANY OTHER ACTIVITY SHALL BE CONTAINED AT THE PROJECT SITE. 5. EXCESS OR WASTE CONCRETE MAY NOT BE WASHED INTO THE PUBLIC WAY OR ANY OTHER DRAINAGE SYSTEM. PROVISIONS SHALL BE MADE TO RETAIN CONCRETE WASTE ON-SITE UNTIL THEY CAN BE DISPOSED OF AS SOLID WASTE. 6. TRASH AND CONSTRUCTION RELATED SOLID WASTE MUST BE DEPOSITED INTO A COVERED RECEPTACLE TO PREVENT CONTAMINATION OF RAINWATER AND DISPERSAL BY WIND. 7. SEDIMENTS AND OTHER MATERIALS MAY NOT BE TRACKED FROM THE SITE BY VEHICLE TRAFFIC. THE CONSTRUCTION ENTRANCE ROADWAYS MUST BE STABILIZED SO AS TO INHIBIT SEDIMENTS FROM BEING DEPOSITED INTO THE PUBLIC WAY. ACCIDENTAL DEPOSITIONS MUST BE SWEPT UP IMMEDIATELY AND MAY NOT BE WASHED DOWN BY RAIN OR OTHER MEANS. 8. ANY SLOPES WITH DISTURBED SOILS OR DENUDED OF VEGETATION MUST BE STABILIZED SO AS TO INHIBIT EROSION BY WIND AND WATER. 9. OTHER:---------------------------------- AS THE PROJECT OWNER OR AUTHORIZED AGENT OF THE OWNER, I HAVE READ AND UNDERSTAND THE REQUIREMENTS LISTED ABOVE, NECESSARY TO CONTROL STORM WATER POLLUTION FROM SEDIMENTS, EROSION, AND CONSTRUCTION MATERIALS, AND I CERTIFY THAT I WILL COMPLY WITH THESE REQUIREMENTS. RAIN OR OTHER MEANS. PRINT NAME_ (OWNER OR AUTHORIZED AGENT OF THE OWNER) SIGNATURE . DATE . (OWNER OR AUTHORIZED AGENT OF THE OWNER) SPRINKLERED: NON FUNDED: BY OWNER DEX-O-TEX DETAILSAD1 STRUCTURAL PLANSS2 YEAR BUILT: 1964 STRUCTURAL DETAILSSD2 Bldg #101121253 APPROVALS: PLNG - C. Santana BLDG - G. Huang PUBLIC WORKS - Y. Soto 1115 W Highland St 1/16/2025 FIELD 8"VARIES 1/2" 4" 6" MIN. VERIFY Door Threshold Flashing (1 of 3) WEATHERWEAR THRESHOLD ASSEMBLY DCH161-001/01 Deck To Wall 2 piece Flashing Detail PLYWD WHERE OCCURS 7/8" EXT CEM. PLASTER OVER MTL. LATH AND PAPER WD. STUD WALL 12" HIGH, CONTINUOUS PIECE OF SHEET ADHERED BITUMEN SHEET MEMBRANE BEHIND PLASTER,IN FRONT OF METAL CONTINUOUS SEALANT STUCCO SCREED DEX-O-TEX TRAFFIC TOPPING DEX-O-TEX WATERPROOF MEMBRANE EXTEND UP WALL 6" (TYP) DEX-O-TEX SLIP SHEET SHEET METAL FLASHING W2B W3ADCH161-001/01 Weatherwear Over Plywood Perimeter Railing Mounting Plate Detail DEX-O-TEX SLIP SHEET DEX-O-TEX WATERPROOF MEMBRANE DEX-O-TEX TRAFFIC TOPPING FLASHING SHEET METAL SEALANT DEX-O-TEX DETAIL COAT OF WATERPROOF MEMBRANE PLYWOOD SHEATHING FRAMING Weatherwear Rail Post NEOPRENE GASKET RAIL POST POST BOOT CAP W5CDCH161-001/01 1 1 1 5 H I G H L A N D S T S A N T A A N A , C A 9 2 7 0 3 OW N E R 11 1 5 H I G H L A N D S T SA N T A A N A C A , 9 2 7 0 3 REVISION(S) 1 2 3 Scale: Date: Project #:24-260 9-15-2024 PR O J E C T A D D R E S S PR O P E R T Y M A N A G E M E N T : MI D - C I T I E S E N G I N E E R I N G R E S E R V E S I T S C O P Y R I G H T S T O T H E S E P L A N S A N D D R A W I N G S . W R I T T E N P E R M I S S I O N A N D C O N S E N T O F M . C . E . I S R E Q U I R E D P R I O R T O C H A N G I N G , R E P R O D U C I N G , C O P Y I N G I N A N Y F O R M O R M A N N E R W H A T S O E V E R O R A S S I G N I N G T O A N Y T H I R D P A R T Y . ( r e v 1 - 1 - 1 8 ) MI D C I T I E S E N G I N E E R I N G RE S I D E N T I A L C O M M E R C I A L I N D U S T R I A L 97 4 4 M A P L E S T . # 1 0 1 BE L L F L O W E R , C A 9 0 7 0 6 PH : ( 5 6 2 ) 8 6 6 - 3 6 2 5 , F X : ( 5 6 2 ) 2 3 2 - 4 1 2 1 WW W . M I D C I T I E S E N G I N E E R I N G . C O M DEX-O-TEX DETAILS AD1 NOTED 1115 W Highland St 1/16/2025 A. GENERAL 1. ALL WORK SHALL CONFORM TO MINIMUM STANDARDS OF THE 2019 CALIFORNIA (CBC) BUILDING CODE 2. APPLICANT SHALL PROVIDE NECESSARY PLOT PLAN TO BLDG. DEPT. BEFORE PERMIT IS ISSUED. 3. THE ENGINEER OF RECORD OF THE BLDG. FOR WHICH THESE STAIRS WILL BE USED SHALL PROVIDE CALCS TO JUSTIFY THE ADEQUACY OF THE SUPPORTS WHICH ARE LABELED "BY OTHERS" 4.TREADS TO BE CONSTRUCTED IN SHOP OF CITY APPROVED AND LICENSED FABRICATED 5. SOIL BEARING ALLOWABLE=1500 PSF, BOTTOM OF ALL FOOTINGS SHALL EXTEND 12" MIN IN TO NAT. GRADE. 6. FOOTINGS AND WOOD FRAMING SHOWN ARE SUGGESTED ONLY AND MUST BE VERIFIED AND APPROVED BY CITY ENGINEER OF RECORD. 7. ALL STAIRS SHALL HAVE A HEAD ROOM CLEARANCE OF 6'-8" MIN. MEASURED VERTICAL FROM THE PLANE TANGENT TO TREAD NOISING. 8. MAXIMUM VERTICAL DISTANCE BETWEEN LANDING SHALL BE 12'-0". 9. THE CONSTRUCTION SHALL NOT RESTRICT A FIVE FOOT CLEAR AND UNOBSTRUCTED ACCESS TO ANY WATER OR POWER DISTRIBUTION FACILITIES (POWER POLES, PULL BOXES, TRANSFORMER, VAULTS, PUMPS, VALVES, METERS, APPURTENANCES, ETC.) OR TO THE LOCATION OF THE HOOK. THE CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY POWER LINES WETHER OR NOT THE LINES ARE LOCATED ON THE PROPERTY,FAILURE TO COMPLY MAY CAUSE CONSTRUCTION DELAYS AND/OR ADDITIONAL EXPENSES. 10. SMOKE DETECTION SHALL BE PROVIDED FOR ALL DWELLING UNITS INTENDED FOR HUMAN OCCUPANCY,UPON THE OWNER'S APPLICATION FOR A PERMIT FOR ALTERATIONS,REPAIRS,OR ADDITIONS,EXCEEDING ON THOUSAND DOLLARS ($1,000)(R314.6.2). 11. WHERE PERMIT IS REQUIRED FOR ALTERATIONS,REPAIRS,OR ADDITIONS EXCEEDING ONE THOUSAND DOLLARS ($1,000) EXISTING DWELLINGS OR SLEEPING UNITS THAT HAVE ATTACHED GARAGES OR FUEL BURNING APPLIANCES SHALL BE PROVIDED WITH A CARBON MONOXIDE ALARM IN ACCORDANCE WITH SECTION R315.1 CARBON MONOXIDE ALARMS SHALL ONLY BE REQUIRED IN THE SPECIFIC DWELLING UNIT OR SLEEPING UNIT FOR WHICH THE PERMIT WAS OBTAINED (R315.2). 12. A COPY OF THE EVALUATION REPORT AND/OR CONDITIONS OF LISTING SHALL BE MADE AVAILABLE AT THE JOB SITE. 13. ALL INTERIORS AND EXTERIORS STAIRWAYS SHALL BE ILLUMINATED (R303.6). 14. CONTRACTOR'S RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING SYSTEM/COMPONENT LISTED IN THE "STATEMENT OF THE SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE LADBS INSPECTORS AND THE OWNERS PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT PER SEC.1709.1. 15. CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD WELDING (SEC 1704), CONCRETE STRENGTH f"c>2500psi, HIGH STRENGTH BOLTING, SPRAYED-ON FIREPROOFING, ENGINEERED MASONRY, HIGH-LIFT GROUTING,PRE-STRESSED CONCRETE,HIGH LOAD DIAPHRAGMS AND SPECIAL MOMENT-RESISTING CONCRETE FRAMES. 16. ENCLOUSURES UNDER EXTERIOR STAIRWAYS. THERE SHALL NOT BE ENCLOSED USABLE SPACE UNDER EXTERIOR EXIT STAIRWAYS UNLESS THE SPACE IS COMPLETELY ENCLOSED IN 1-HOUR FIRE-RESISTANCE-RATED CONSTRUCTION. THE OPEN SPACE UNDER EXTERIOR STAIRWAYS SHALL NOT BE USED FOR ANY PURPOSE. B. STEEL STAIRWAYS 1. STAIRWAY SHALL HAVE HANDRAILS ON EACH SIDE,AND EVERY STAIRWAY REQ'D TO BE MORE THAN 88" OF REQ.'D WIDTH 2. HANDRAILS SHALL BE 34"-38" ABOVE NOSING OF TREADSAND GUARDRAILS SHALL BE 42" HIGH. 3. HANDRAILS SHALL EXTEND A MINIMUM OF 12" BEYOND THE TOP NOSING AND 12" PLUS THE TREAD WIDTH BEYOND THE BOTTOM NOSING. 4. WHERE THE EXTENSION OF THE HANDRAIL IN THE DIRECTION OF THE STAIR RUN WOULD CREATE A HAZARD,THE TERMINATION OF THE EXTENSION SHALL BE MADE ROUNDED OR RETURNED SMOOTHLY TO THE FLOOR WALL OR POST . 5.HANDRAILS PROJECTION FROM A WALL SHALL A SPACING OF NOT LESS THAN 11 2" INCH BETWEEN THE WALL AND THE HANDRAIL. 6. THE HANDGRIP PORTION OF THE HANDRAIL SHALL BE NOT LESS THAN 11 4" NOR MORE THAN 11 2".CROSS-SECTIONAL DIMENSION OR THE SHAPE SHALL PROVIDE AN EQUIVALENT GRIPPING SURFACE AND SHALL HAVE A SMOOTH SURFACE WITH NO SHARP CORNERS. 7. WHERE STAIRWAYS OCCUR OUTSIDE OF BUILDING UPPER APPROACH AND ALL TREADS SHALL MBE MARKED BY A STRIP OF CLEARLY CONTRASTING COLOR AT LEAST 2" WIDE AND PLACE PARALLEL TO AND NO MORE THAN 1" FROM NOSE OF TREAD. 8. ALL TREAD SURFACE SHALL BE SLIP RESISTANT AND PROVIDED BY LICENSED FABRICATOR. 9. NOSING SHALL NOT PROJECT MORE THAN 1" PAST THE FACE OF NOSING BELOW.COMPLY WITH 2019 CBC SEC. 1133B.4.5.3 10. RISER SHALL BE SOLID. 11. MAX TREAD RISE=7" MAX. & 4" MIN., TREAD RUN=11"MIN., TREAD VARIATION=3 8" VARIATION IN ANY SINGLE FLIGHT OF STAIRS . 12. PICKET AND/OR BOTTOM RAIL SHALL NOT EXCEED 4" CLEAR 13. DESIGN LIVE LOAD ON TREADS AND LANDING=100 PSF OR 300LBS CONCENTRATED LOAD IN ANY POSITION WHICH RESULTS IN A MAX TREAD STRESS. 14. DESIGN HANDRAILS FOR 20PLF(HORIZ) EITHER WAY; 50 PLF(HORIZ) FOR OCCUPANCIES GREATER THAN 50 15. SHOP WELDS MUST BE PERFORMED IN A LICENSED FABRICATOR'S SHOP. 16.FIELD WELDING TO BE DONE BY CERTIFIED WELDERS FOR STRUCTURAL STEEL. CONTINUOUS INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED FOR WELD GREATER THAN 5 16". 17. THIS APPROVAL IS SOLELY FOR THE STAIR.WHEN A STAIR OF THIS TYPE IS TO BE INSTALLED AT A PROJECT SITE, A NEW PLAN CHECK SUBMITTAL SHALL BE REQUIRED FOR THE SITE THAT CLEARLY SHOWS THE EXACT LOCATION OF THIS STAIR AND FULL COMPLIANCE WITH ALL TITLE 24 ACCESSIBILITY REQUIREMENTS. C. SPECIFICATIONS 1. STRUCTURAL STEEL AND CHECKERED PL.SHALL CONFORM TO ASTM A-36(Fy=36,000) 2. STRUCTURAL PIPE SHALL CONFORM TO ATM A-53, GRADE B (Fy=35,000) 3. STRUCTURAL TUBE SHALL CONFORM TO ASTM A-500,GRADE B (Fy=42,000) 4. LIGHT GAUGE STEEL SHALL CONFORM TO ASTM A-570-70,GRADE E (Fy=42,000) 5. BOLTS SHALL BE ASTM A-307 6. WELDING ELECTRODES SHALL BE: I. FOR A-36-AWS A5.1 E-70 II. LT. GA. STEEL-ASTM A233 E-60 CONCRETE-STND 2500 (Fc'=2500 PSI) USE TYPE II OR V CEMENT. PRE-CAST CONCRETE (Fc'=2500 PSI) 7. REINFORCING-ASTM A-615,GRADE 40 REQUIRED SPECIAL INSPECTIONS AND TESTS OF STEEL CONSTRUCTION (TABLE 1705A.2.1) SINGLE-PASS FILLET WELD <5 16" :REQUIRES PERIODIC SPECIAL INSPECTION STRUCTURAL OBSERVATION BY ENGINEER OF RECORD (E.O.R.) E.O.R. TO INSPECT SIZE OF ALL PADS AND SPACING OF RE-BARS PRIOR TO CONCRETE POURING STEEL STRUCTURE AND CONNECTIONS ARE IN COMPLIANCE WITH AWS D1.1-2010 AND AWS D1.8 2009 PER SECTION A.2 OF AISC 341-16 APPLICABLE CODES: CBC 2022 ASCE7-16 AISC 360-16 AISC 341-16 INSPECTIONS FIELD WELD PERIODIC CONTINUOUS RESPONSIBILITY DEPUTY INSPECTOR FOOTING INSPECTION ENGINEER OF RECORD X 1 2 3 4 5 6 7 9 10 14 15 UP 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 9 10 14 15 UP 1 2 3 4 5 6 7 8 19 10 111 12 13 14 15 #2 #3 #4 #9 #8 #5 #7 #6 #1 BUILDING FIRST FLOOR STRUCTURAL PLAN STRUCTURAL LEGEND NEW STEEL POST EXISTING 2X14 FLOOR JOISTS NEW WOOD BEAM EXISTING C6X8.5 CHANNEL NEW 2X14 FLOOR JOISTS (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L 24"x24"x24" W/ #4 BARS @12" O.C. EACH WAY 4"x4"X 3 16" STEEL POST 24"x24"x24" W/ #4 BARS @12" O.C. EACH WAY 4"x4"X 3 16" STEEL POST SCALE: 3/16"=1'0" EXISTING 3" ROUND STEEL POST 1 1 1 5 H I G H L A N D S T S A N T A A N A , C A 9 2 7 0 3 OW N E R 11 1 5 H I G H L A N D S T SA N T A A N A C A , 9 2 7 0 3 REVISION(S) 1 2 3 Scale: Date: Project #:24-260 9-15-2024 PR O J E C T A D D R E S S PR O P E R T Y M A N A G E M E N T : MI D - C I T I E S E N G I N E E R I N G R E S E R V E S I T S C O P Y R I G H T S T O T H E S E P L A N S A N D D R A W I N G S . W R I T T E N P E R M I S S I O N A N D C O N S E N T O F M . C . E . I S R E Q U I R E D P R I O R T O C H A N G I N G , R E P R O D U C I N G , C O P Y I N G I N A N Y F O R M O R M A N N E R W H A T S O E V E R O R A S S I G N I N G T O A N Y T H I R D P A R T Y . ( r e v 1 - 1 - 1 8 ) MI D C I T I E S E N G I N E E R I N G RE S I D E N T I A L C O M M E R C I A L I N D U S T R I A L 97 4 4 M A P L E S T . # 1 0 1 BE L L F L O W E R , C A 9 0 7 0 6 PH : ( 5 6 2 ) 8 6 6 - 3 6 2 5 , F X : ( 5 6 2 ) 2 3 2 - 4 1 2 1 WW W . M I D C I T I E S E N G I N E E R I N G . C O M STRUCTURAL PLAN S1 NOTED 1115 W Highland St 1/16/2025 A. GENERAL 1. ALL WORK SHALL CONFORM TO MINIMUM STANDARDS OF THE 2019 CALIFORNIA (CBC) BUILDING CODE 2. APPLICANT SHALL PROVIDE NECESSARY PLOT PLAN TO BLDG. DEPT. BEFORE PERMIT IS ISSUED. 3. THE ENGINEER OF RECORD OF THE BLDG. FOR WHICH THESE STAIRS WILL BE USED SHALL PROVIDE CALCS TO JUSTIFY THE ADEQUACY OF THE SUPPORTS WHICH ARE LABELED "BY OTHERS" 4.TREADS TO BE CONSTRUCTED IN SHOP OF CITY APPROVED AND LICENSED FABRICATED 5. SOIL BEARING ALLOWABLE=1500 PSF, BOTTOM OF ALL FOOTINGS SHALL EXTEND 12" MIN IN TO NAT. GRADE. 6. FOOTINGS AND WOOD FRAMING SHOWN ARE SUGGESTED ONLY AND MUST BE VERIFIED AND APPROVED BY CITY ENGINEER OF RECORD. 7. ALL STAIRS SHALL HAVE A HEAD ROOM CLEARANCE OF 6'-8" MIN. MEASURED VERTICAL FROM THE PLANE TANGENT TO TREAD NOISING. 8. MAXIMUM VERTICAL DISTANCE BETWEEN LANDING SHALL BE 12'-0". 9. THE CONSTRUCTION SHALL NOT RESTRICT A FIVE FOOT CLEAR AND UNOBSTRUCTED ACCESS TO ANY WATER OR POWER DISTRIBUTION FACILITIES (POWER POLES, PULL BOXES, TRANSFORMER, VAULTS, PUMPS, VALVES, METERS, APPURTENANCES, ETC.) OR TO THE LOCATION OF THE HOOK. THE CONSTRUCTION SHALL NOT BE WITHIN TEN FEET OF ANY POWER LINES WETHER OR NOT THE LINES ARE LOCATED ON THE PROPERTY,FAILURE TO COMPLY MAY CAUSE CONSTRUCTION DELAYS AND/OR ADDITIONAL EXPENSES. 10. SMOKE DETECTION SHALL BE PROVIDED FOR ALL DWELLING UNITS INTENDED FOR HUMAN OCCUPANCY,UPON THE OWNER'S APPLICATION FOR A PERMIT FOR ALTERATIONS,REPAIRS,OR ADDITIONS,EXCEEDING ON THOUSAND DOLLARS ($1,000)(R314.6.2). 11. WHERE PERMIT IS REQUIRED FOR ALTERATIONS,REPAIRS,OR ADDITIONS EXCEEDING ONE THOUSAND DOLLARS ($1,000) EXISTING DWELLINGS OR SLEEPING UNITS THAT HAVE ATTACHED GARAGES OR FUEL BURNING APPLIANCES SHALL BE PROVIDED WITH A CARBON MONOXIDE ALARM IN ACCORDANCE WITH SECTION R315.1 CARBON MONOXIDE ALARMS SHALL ONLY BE REQUIRED IN THE SPECIFIC DWELLING UNIT OR SLEEPING UNIT FOR WHICH THE PERMIT WAS OBTAINED (R315.2). 12. A COPY OF THE EVALUATION REPORT AND/OR CONDITIONS OF LISTING SHALL BE MADE AVAILABLE AT THE JOB SITE. 13. ALL INTERIORS AND EXTERIORS STAIRWAYS SHALL BE ILLUMINATED (R303.6). 14. CONTRACTOR'S RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING SYSTEM/COMPONENT LISTED IN THE "STATEMENT OF THE SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE LADBS INSPECTORS AND THE OWNERS PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT PER SEC.1709.1. 15. CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD WELDING (SEC 1704), CONCRETE STRENGTH f"c>2500psi, HIGH STRENGTH BOLTING, SPRAYED-ON FIREPROOFING, ENGINEERED MASONRY, HIGH-LIFT GROUTING,PRE-STRESSED CONCRETE,HIGH LOAD DIAPHRAGMS AND SPECIAL MOMENT-RESISTING CONCRETE FRAMES. 16. ENCLOUSURES UNDER EXTERIOR STAIRWAYS. THERE SHALL NOT BE ENCLOSED USABLE SPACE UNDER EXTERIOR EXIT STAIRWAYS UNLESS THE SPACE IS COMPLETELY ENCLOSED IN 1-HOUR FIRE-RESISTANCE-RATED CONSTRUCTION. THE OPEN SPACE UNDER EXTERIOR STAIRWAYS SHALL NOT BE USED FOR ANY PURPOSE. B. STEEL STAIRWAYS 1. STAIRWAY SHALL HAVE HANDRAILS ON EACH SIDE,AND EVERY STAIRWAY REQ'D TO BE MORE THAN 88" OF REQ.'D WIDTH 2. HANDRAILS SHALL BE 34"-38" ABOVE NOSING OF TREADSAND GUARDRAILS SHALL BE 42" HIGH. 3. HANDRAILS SHALL EXTEND A MINIMUM OF 12" BEYOND THE TOP NOSING AND 12" PLUS THE TREAD WIDTH BEYOND THE BOTTOM NOSING. 4. WHERE THE EXTENSION OF THE HANDRAIL IN THE DIRECTION OF THE STAIR RUN WOULD CREATE A HAZARD,THE TERMINATION OF THE EXTENSION SHALL BE MADE ROUNDED OR RETURNED SMOOTHLY TO THE FLOOR WALL OR POST . 5.HANDRAILS PROJECTION FROM A WALL SHALL A SPACING OF NOT LESS THAN 11 2" INCH BETWEEN THE WALL AND THE HANDRAIL. 6. THE HANDGRIP PORTION OF THE HANDRAIL SHALL BE NOT LESS THAN 11 4" NOR MORE THAN 11 2".CROSS-SECTIONAL DIMENSION OR THE SHAPE SHALL PROVIDE AN EQUIVALENT GRIPPING SURFACE AND SHALL HAVE A SMOOTH SURFACE WITH NO SHARP CORNERS. 7. WHERE STAIRWAYS OCCUR OUTSIDE OF BUILDING UPPER APPROACH AND ALL TREADS SHALL MBE MARKED BY A STRIP OF CLEARLY CONTRASTING COLOR AT LEAST 2" WIDE AND PLACE PARALLEL TO AND NO MORE THAN 1" FROM NOSE OF TREAD. 8. ALL TREAD SURFACE SHALL BE SLIP RESISTANT AND PROVIDED BY LICENSED FABRICATOR. 9. NOSING SHALL NOT PROJECT MORE THAN 1" PAST THE FACE OF NOSING BELOW.COMPLY WITH 2019 CBC SEC. 1133B.4.5.3 10. RISER SHALL BE SOLID. 11. MAX TREAD RISE=7" MAX. & 4" MIN., TREAD RUN=11"MIN., TREAD VARIATION=3 8" VARIATION IN ANY SINGLE FLIGHT OF STAIRS . 12. PICKET AND/OR BOTTOM RAIL SHALL NOT EXCEED 4" CLEAR 13. DESIGN LIVE LOAD ON TREADS AND LANDING=100 PSF OR 300LBS CONCENTRATED LOAD IN ANY POSITION WHICH RESULTS IN A MAX TREAD STRESS. 14. DESIGN HANDRAILS FOR 20PLF(HORIZ) EITHER WAY; 50 PLF(HORIZ) FOR OCCUPANCIES GREATER THAN 50 15. SHOP WELDS MUST BE PERFORMED IN A LICENSED FABRICATOR'S SHOP. 16.FIELD WELDING TO BE DONE BY CERTIFIED WELDERS FOR STRUCTURAL STEEL. CONTINUOUS INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED FOR WELD GREATER THAN 5 16". 17. THIS APPROVAL IS SOLELY FOR THE STAIR.WHEN A STAIR OF THIS TYPE IS TO BE INSTALLED AT A PROJECT SITE, A NEW PLAN CHECK SUBMITTAL SHALL BE REQUIRED FOR THE SITE THAT CLEARLY SHOWS THE EXACT LOCATION OF THIS STAIR AND FULL COMPLIANCE WITH ALL TITLE 24 ACCESSIBILITY REQUIREMENTS. C. SPECIFICATIONS 1. STRUCTURAL STEEL AND CHECKERED PL.SHALL CONFORM TO ASTM A-36(Fy=36,000) 2. STRUCTURAL PIPE SHALL CONFORM TO ATM A-53, GRADE B (Fy=35,000) 3. STRUCTURAL TUBE SHALL CONFORM TO ASTM A-500,GRADE B (Fy=42,000) 4. LIGHT GAUGE STEEL SHALL CONFORM TO ASTM A-570-70,GRADE E (Fy=42,000) 5. BOLTS SHALL BE ASTM A-307 6. WELDING ELECTRODES SHALL BE: I. FOR A-36-AWS A5.1 E-70 II. LT. GA. STEEL-ASTM A233 E-60 CONCRETE-STND 2500 (Fc'=2500 PSI) USE TYPE II OR V CEMENT. PRE-CAST CONCRETE (Fc'=2500 PSI) 7. REINFORCING-ASTM A-615,GRADE 40 REQUIRED SPECIAL INSPECTIONS AND TESTS OF STEEL CONSTRUCTION (TABLE 1705A.2.1) SINGLE-PASS FILLET WELD <5 16" :REQUIRES PERIODIC SPECIAL INSPECTION STRUCTURAL OBSERVATION BY ENGINEER OF RECORD (E.O.R.) E.O.R. TO INSPECT SIZE OF ALL PADS AND SPACING OF RE-BARS PRIOR TO CONCRETE POURING STEEL STRUCTURE AND CONNECTIONS ARE IN COMPLIANCE WITH AWS D1.1-2010 AND AWS D1.8 2009 PER SECTION A.2 OF AISC 341-16 APPLICABLE CODES: CBC 2022 ASCE7-16 AISC 360-16 AISC 341-16 INSPECTIONS FIELD WELD PERIODIC CONTINUOUS RESPONSIBILITY DEPUTY INSPECTOR FOOTING INSPECTION ENGINEER OF RECORD X 1 2 3 4 5 6 7 9 10 11 UP 1 2 3 4 5 6 7 9 10 11 12 13 14 15 UP 1 2 3 4 5 6 7 9 10 11 UP 1 2 3 4 5 6 7 8 19 10 111 12 13 14 15 #11 #12 #13 #14 #18 #17 #15 #10 #16 (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (E ) C 6 X 8 . 5 C H A N N E L (N) C6X8.5 (N) C6X8.5 BUILDING SECOND FLOOR STRUCTURAL PLAN SCALE: 3/16"=1'0" (N)2-2X 14 .J (N)2-2X 14 .J 1 1 1 5 H I G H L A N D S T S A N T A A N A , C A 9 2 7 0 3 OW N E R 11 1 5 H I G H L A N D S T SA N T A A N A C A , 9 2 7 0 3 REVISION(S) 1 2 3 Scale: Date: Project #:24-260 9-15-2024 PR O J E C T A D D R E S S PR O P E R T Y M A N A G E M E N T : MI D - C I T I E S E N G I N E E R I N G R E S E R V E S I T S C O P Y R I G H T S T O T H E S E P L A N S A N D D R A W I N G S . W R I T T E N P E R M I S S I O N A N D C O N S E N T O F M . C . E . I S R E Q U I R E D P R I O R T O C H A N G I N G , R E P R O D U C I N G , C O P Y I N G I N A N Y F O R M O R M A N N E R W H A T S O E V E R O R A S S I G N I N G T O A N Y T H I R D P A R T Y . ( r e v 1 - 1 - 1 8 ) MI D C I T I E S E N G I N E E R I N G RE S I D E N T I A L C O M M E R C I A L I N D U S T R I A L 97 4 4 M A P L E S T . # 1 0 1 BE L L F L O W E R , C A 9 0 7 0 6 PH : ( 5 6 2 ) 8 6 6 - 3 6 2 5 , F X : ( 5 6 2 ) 2 3 2 - 4 1 2 1 WW W . M I D C I T I E S E N G I N E E R I N G . C O M STRUCTURAL PLAN S2 NOTED 1115 W Highland St 1/16/2025 3 16" 3 16" C CHANNEL PER PLAN 6"x4"x 3 16" PLATE C STRINGER PER PLAN SCALE: N.T.S. C-CHANNEL TO POST CONNECTION3b C CHANNEL PER PLAN 3"x3"x 3 16" BRACE W/4"X4"X 3 16" PLATEC CHANNEL PER PLAN 3 16" SCALE: N.T.S. C-CHANNEL TO BRACE CONNECTION3c HSS 3"x3"x3/16" 1/8" HSS STEEL TUBE PER PLAN SCALE: N.T.S. BRACE TO POST CONNECTION3d HSS SUPPORT POST 4"X4"X 3 16"PL 10"x10"x1/4" W/ (4)-1/2"Øx10" A.B.'S #4 REBAR (3)-EA. WAY24 " MI N . 24" SQ. 3 16" 10" 2"2" 2" 24" SQ. SCALE: N.T.S. TYPICAL STEEL POST TO PAD FOOTING4 PLAN VIEW B C C 3 16" C-CHANEL PER PLAN SCALE: N.T.S. C-CHANNEL CONNECTION3a LANDING INTERMEDIATE SUPPORT 3"x6"x1/8" @16" O.C. 3' - 6 " 34 " - 3 8 " 11 2" HSS 2"x1"x16 GA. TOP RAIL HSS 1-1/2"x1-1/2"x16 GA. GRAB RAIL 1/2"Ø SOLID BAR @4'0" O.C., TYP. HSS 2"x2"x1/8" POST @ 4'0" O.C., TYP. HSS 1/2"x1/2" VERTICALS PL 4"x4"x1 4" EXISTING C-CHANNEL STRINGER EXISTING PRE-FAB. CONC. TREAD 3 16" HSS 1-1/2"x1-1/2" x 16 GA. BOTTOM CROSS MEMBER SCALE: N.T.S. GUARDRAIL CONNECTION2a SEE ENLARGED DETAIL X/SD1 1/8" 1/2" SOLID BAR @4'0" O.C., TYP. HSS 2"x2"x1/8" GUARDRAIL POST @ 4' O.C., TYP. EXISTING C-CHANNEL STRINGER PL 4"x4"x1 4" HSS 2"x2"x1/8" POST @ 4'0" O.C., TYP. EXISTING PRE-FAB. CONC. TREAD 3 16" DETAIL X 4" 4" 1" SCALE: N.T.S. MTL STAIR BASE & GUARDRAIL2 NOTE: THE TOLERANCE BETWEEN THE LARGEST AND SMALLEST RISER HEIGHT OR BETWEEN THE LARGEST OR SMALLEST TREAD DETPH SHALL NOT EXCEED 3 8 INCH IN ANY FLIGHT OF STAIRS. (SEC. 1011.5.4) SCALE: N.T.S. EXTENDED HANDRAILS AT LANDING6 34 " - 3 8 " HA N D R A I L 12" MIN. EXTENSION 1 8" NEW METAL STRINGERS NEW SHEET METAL TO CLOSE RISERS END OF HANDRAIL SHALL BE RETURNED OR TERMINATE IN A NEWEL POST OR WALL 2022 CBC SECT. 1014 TOP LANDING 4"x5"x 3 16" PLATE STRINGER PER PLAN 4"x4"x 3 16 SUPPORT POST 4"x4"x 3 16" PLATE 3 16" 3 16"3 16" SECTION A-A 3" MIN.5" C6X8.5 TOP LANDING EL: HSS 2"x1"x16 GA. TOP RAIL HSS 2"x2"x1/8" POST @ 4'0" O.C., TYP. HSS 1/2"x1/2" VERTICALS EX. DECK 4" MAX. 4'-0" MAX. O.C. 1 8" 4" MAX. 3' - 6 " HSS 1-1/2"x1-1/2" x 16 GA. BOTTOM CROSS MEMBER DETAIL #10/ SD1 5"x5"x1 4" BASE PLATE W/ (4) 3/8"x8" LAG BOLTS SCALE: N.T.S. GUARDRAIL CONNECTION5 SCALE: N.T.S. GUARDRAIL POST TO BASE PLATE INTO WOOD10 (EX.) 2X RIM JOIST (EX.) 2X F.J. (N) 6"x 8" BLK'G EXISTING HSS 2"x2"x1/8" POST @ 4'0" O.C., TYP. EXISTING PLATE WITH NEW (4)-1/2"x8" LAG BOLTS PLEASE SEE CALCS PLAN VIEW SIMPSON A35 EA. 2X SIDE (RR 25119) 5" 1"1.25" 1/8" EX. RIM JOIST 6"x 8" BLK'G SIMPSON A35 2X EA. SIDE (RR 25119) WOOD DECK SURFACE NEW HSS 2"x2"x1/8" GUARDRAIL POST , TYP. 8" NEW PL 5"x5"x1 4" W/ (4)-1/2"x8" LAG BOLTS 5" 1"1" 5"1" DISTANCE FROM RIM JOIST TO CENTER OF BOLT IS 1.25" AND 1" TO PLATE EDGE(LEAVE 1/4" SPACE BETWEEN 5"X5" PLATE AND RIM JOIST). 1 8" CONTINUOUS INSPECTION IS REQUIRED FOR FIELD WELDING >5 16" DISTANCE FROM RIM JOIST TO CENTER OF BOLT IS 1.25" AND 1" TO PLATE EDGE(LEAVE 1/4" SPACE BETWEEN 5"X5" PLATE AND RIM JOIST). (N)HSS TUBE (N)HSS SUPPORT POST 3"x3"x 3 16" BRACING, TYP. (BOTH WAYS IF DIRECTED ON PLANS) 4"x4"x 3 16" PLATE (N)4"x4"x 3 16 SUPPORT POST (N)4"x4"x 3 16" PLATE (N)4"x5"x 3 16" PLATE EXISTING. PRE-FAB. CONC. TREAD3 16" 3 16" 3 16" 3 16" (N)3"x4"x 3 16" PLATE SCALE: N.T.S. BRACING DETAIL3 SEE DETAIL 3-b A A EXISTING STRINGER (N)4X4 X 3 16" STEEL POST. SEE DETAIL 3C / SD1, TYP. SEE DETAIL 3C / SD1, TYP. SEE DETAIL 3d / SD1, TYP. NEW C6X8.5 GUARDRAIL POST PER DETAIL 2a / SD1 SCALE: N.T.S. STINGER TO LANDING12 (E)STAIR TREAD PER DETAIL 8, TYP. PL 8"x16"x1 4" WELDED TO STRINGER EX. LANDING FRAMING CONNECTION AT PLATE TO EX. LANDING PER DETAIL # 13 STEEL STRINGERS CANTILEVERED TOP LANDING EL: . (N). DBL JOIST PER DTAIL 13/SD1HSS 3"x3"x 3 16" BRACING, TYP. (BOTH WAYS IF DIRECTED ON PLANS) 4"x4"x 3 16" HSS SUPPORT POST PER PLAN, TYP. a FACE MOUNT CONN. b TOP MOUNT CONN. SCALE: N.T.S. STINGER TO LANDING CONNECTION13 (E)STEEL PL 8"x16"x1 4" WELDED TO STRINGER & BOLTED TO EX. LANDING FRAMING 11 2" 112" 3" 8" DECK SURFACE TOP LANDING EL: . EX. LANDING FRAMING 2-2X14 RIM JOIST (4)-5/8"Ø LAG BOLTS (E)C CHANNEL STRINGER 11 2" 31 2"8" TOP LANDING EL: . (E) PL 8"x16"x1 4" WELDED TO STRINGER & BOLTED TO EX. LANDING FRAMING 3" EX. LANDING FRAMING 2-2X14 RIM JOIST (4)-5/8"Ø LAG BOLTS (E) C CHANNEL STRINGER DECK SURFACE NEW. LANDING FRAMING 2-2X14 JOIST TOP LANDING EL: . 11 2"4" 31 2" EX. ANCHOR BOLT EX. FOOTING STAIRCASE 1/2"Ø SOLID BAR @4'0" O.C., TYP. HSS 1-1/2"x1-1/2"x16 GA. GRAB RAIL MINIMUM RADIUS 0.01 EXISTING 2X4 STUD @16" O.C. 34 " - 3 8 " 4"x4"x1 4" THK. PLATE W/(2) 3 8"x3" LAG BOLTS EVERY 4'0" O.C WHERE STUDS ARE 16"O.C 1'-4" 1'-4" 1'-4" 4' SECTION B-B 1 1/2" 1 1/2" 1 1/2" SCALE: N.T.S. HANDRAIL CONNECTION TO STUD WALL8 2XSTUD 34 " - 3 8 " HSS 1-1/2"x1-1/2"x16 GA. GRAB RAIL 1/2"Ø SOLID BAR @4'0" O.C., TYP. B B 4"x4"x1 4" THK. PLATEW/(2) 3 8"x3" LAG BOLTS EACH BOLT WILL TAKE 420 LB SHEER STRENGTH 1 8" 7" LESS THAN 4" 4'-0" O.C. MAX. 3' - 6 " 11" 12" MIN. 12"+ TREAD DEPTH MIN. EXISTING C-CHANNEL STRINGER PER PLAN NEW HSS 2"x1"x16 GA. TOP RAIL NEW HSS 1-1/2"x1-1/2"x16 GA. GRAB RAIL NEW HSS 2"x2"x1/8" POST @ 4'0" O.C., TYP. NEW HSS 1/2"x1/2" VERTICALS PL 4"x4"x1 4" EXISTING PRE-FAB. CONC. TREAD EXISTING PAD24 " M I N . (SEC. 1011.5.2) RISER HEIGHT AND TREAD DEPTH 7" MAX. & 4" MIN. RISE , 11" MIN. RUN 6" SPHERE SHALL NOT PASSPER DETAIL #1/SD1 SEE DETAIL #2a/SD1 EXCEPTION SO IT WONT OBSTRUCT PATH OF TRAVEL PER ADA SECTION 505.10 PER DETAIL #7/SD1 HSS 1-1/2"x1-1/2"x16 GA. GRAB RAIL 1 16" 12 " SCALE: N.T.S. RETURNED HANDRAILS7 1' - 1 1 " HANDRAILS TO BE EXTENDED 12" SO IT WONT OBSTRUCT PATH OF TRAVEL PER ADA SECTION 505.10 HSS 2"x2"x1/8" POST @ 4'0" O.C., TYP. WITH HSS 1/2"x1/2" VERTICALS. CONTINUOUS INSPECTION IS REQUIRED FOR FIELD WELDING >5 16" SCALE: N.T.S. GUARDRAIL POST TO BASE PLATE INTO CONC.1 4" 1 2"1 2" 5" 1 2" PL 4"x5"x1 4" W/ (4)-3/8"Øx3" HILTI KB-TZ (ESR-1917) HSS 2"x2"x1/8" GUARDRAIL POST , TYP. 1 8" 1 8" CONTRACTOR SHALL VERIFY THAT THE EXISTING CONCRETE CONDITION IS GOOD (NO CRACK) PRIOR INSTALLATION OF 4-3/8X3" HILTI CONC. SURFACE 3" 3" MINIMUM 1 1 1 5 H I G H L A N D S T S A N T A A N A , C A 9 2 7 0 3 OW N E R 11 1 5 H I G H L A N D S T SA N T A A N A C A , 9 2 7 0 3 REVISION(S) 1 2 3 Scale: Date: Project #:24-260 9-15-2024 PR O J E C T A D D R E S S PR O P E R T Y M A N A G E M E N T : MI D - C I T I E S E N G I N E E R I N G R E S E R V E S I T S C O P Y R I G H T S T O T H E S E P L A N S A N D D R A W I N G S . W R I T T E N P E R M I S S I O N A N D C O N S E N T O F M . C . E . I S R E Q U I R E D P R I O R T O C H A N G I N G , R E P R O D U C I N G , C O P Y I N G I N A N Y F O R M O R M A N N E R W H A T S O E V E R O R A S S I G N I N G T O A N Y T H I R D P A R T Y . ( r e v 1 - 1 - 1 8 ) MI D C I T I E S E N G I N E E R I N G RE S I D E N T I A L C O M M E R C I A L I N D U S T R I A L 97 4 4 M A P L E S T . # 1 0 1 BE L L F L O W E R , C A 9 0 7 0 6 PH : ( 5 6 2 ) 8 6 6 - 3 6 2 5 , F X : ( 5 6 2 ) 2 3 2 - 4 1 2 1 WW W . M I D C I T I E S E N G I N E E R I N G . C O M STRUCTURAL DETAILS SD1 1/2"=1'0" 1115 W Highland St 1/16/2025 NEW WATERPROOFINGNEW PLY SHEATHING NEW 2X 14 JOISTS @ 16".O.C SLOPED AT 2% TO REPLACE EXISTING 2X 14 JOISTS (N) SIMPSON STRONG-TIE SINGLE 2-IN X 8-IN 18-GAUGE ZMAX FACE MOUNT JOIST HANGER (E)3"STEEL POST TO REMAIN (E) 2X4 STUDS @16" O.C. (E) 2X SILL PLATE (E) 2-2X TOP PLATE (E) 2X F.J. @16" O.C. 1-1/2" MAX. THRESHOLD (N)FLOOR SHEATHING AND WATERPROOFING (E) 2X14 F.J. @16" O.C. (E)STEEL POSTS TO REMAIN SCALE: N.T.S. NEW BEAM CONNECTION TO STEEL POSTS14 SIDE VIEW PER DETAIL #6-b/SD1 (N)SIMPSON STRONG-TIE SINGLE 2-IN X 8-IN 18-GAUGE ZMAX FACE MOUNT JOIST HANGER (N) 4X14 LEDGER W/ 5/8" BOLTS & w/3"x3"x0.229" washer PER DETAIL 15/SD2 (N) 4X FULL DEPTH BLOCKING PER DETAIL 16/SD2 1/8" NEW 4X12" BEAM EXISTING 2X JOISTS WOOD DECK SURFACE HSS 2"x2"x1/8" GUARDRAIL POST , TYP. 5" 1"1" 5"1" PL 5"x5"x1 4" W/ (4)-1/2"x8" LAG BOLTS 1/8" SCALE: N.T.S. GUARDRAIL POST TO BASE PLATE INTO WOOD17 8" (N) 4X14 LEDGER W/2X5/8" X7" BOLTS & w/3"x3"x0.229" WASHER PER BLOCK(BETWEEN 2 JOISTS. 15 LEDGER CONNECTION LEDGER @ EX. DECK (E) 2X4 STUDS @16" O.C. (E) 2X SILL PLATE (E) 2-2X TOP PLATE (E) 2X F.J. @16" O.C. (N) 2X14 F.J. @12" O.C. TO BE SLOPED 2% SIMP. LUS210 HANGER 1-1/2" MAX. THRESHOLD FLOOR SHEATHING 15/32" PLY. STRUC I, w/ 10d COMMON NAILS @6:6:12 2% NEW DEX-O-TEX WATERPROOFING WITH 2% SLOPE (E) 4X FULL DEPTH BLOCKING PER DETAIL 16/SD2 4"X FULL DEPTH BLOCKING BETWEEN JOISTS EXISTING 2X SILL PLATE 16" EXISTING FLOOR JOISTS 2-5/8" X7" GALVANIZED LAG SCREWS PER BLOCK 4X12 LEDGER A35 ON EACH SIDE 3-10d NAILS ON EACH SIDE (N) 4X14 LEDGER W/ 5/8" BOLTS & w/3"x3"x0.229" washer @16" O.C. STAGG. 16" O.C. STAGG. ELEVATION VIEW 16 BLOCKING FOR LEDGER NEW 4X FULL DEPTH BLOCKING SIMPSON CC0 3/16" CONTINUOUS FILLET WELD SIMPSON CCO 4-1/2" THROUGH BOLTS WITH NUTS AND WASHERS 1 1 1 5 H I G H L A N D S T S A N T A A N A , C A 9 2 7 0 3 OW N E R 11 1 5 H I G H L A N D S T SA N T A A N A C A , 9 2 7 0 3 REVISION(S) 1 2 3 Scale: Date: Project #:24-260 9-15-2024 PR O J E C T A D D R E S S PR O P E R T Y M A N A G E M E N T : MI D - C I T I E S E N G I N E E R I N G R E S E R V E S I T S C O P Y R I G H T S T O T H E S E P L A N S A N D D R A W I N G S . W R I T T E N P E R M I S S I O N A N D C O N S E N T O F M . C . E . I S R E Q U I R E D P R I O R T O C H A N G I N G , R E P R O D U C I N G , C O P Y I N G I N A N Y F O R M O R M A N N E R W H A T S O E V E R O R A S S I G N I N G T O A N Y T H I R D P A R T Y . ( r e v 1 - 1 - 1 8 ) MI D C I T I E S E N G I N E E R I N G RE S I D E N T I A L C O M M E R C I A L I N D U S T R I A L 97 4 4 M A P L E S T . # 1 0 1 BE L L F L O W E R , C A 9 0 7 0 6 PH : ( 5 6 2 ) 8 6 6 - 3 6 2 5 , F X : ( 5 6 2 ) 2 3 2 - 4 1 2 1 WW W . M I D C I T I E S E N G I N E E R I N G . C O M STRUCTURAL DETAILS SD2 1/2"=1'0" 1115 W Highland St 1/16/2025 1115 HIGHLAND ST SANTA ANA CA 92703 Work Description BEAM DESIGN Code 2022 California Building Code W/ Local Amendments Job Number 24-XXX Date 9-Dec-24 We are engaged in providing structural calculations and consultation in relation to the above-described project. We have no authority insofar as contractor or owner’s personnel are concerned. It is solely the responsibility of the owner and/or contractor to observe all safety ordinances for protection of personnel. In making use of this document, the contractor/owner agree to hold our company harmless from all costs of litigation that may arise out of alleged damages or injuries associated with the work defined by this document. The designer provided all information regarding this project to our company. We did not make any inspection or investigation of the site. The calculations and details provided in this document are applicable only if the information provided to us is adequate and reflective of field conditions. In case of any discrepancies, please contact us immediately. MCE2020@GMAIL.COM Tel: (562) 866-3625 STRUCTURAL CALCULATIONS Midcities Engineering 9744 Maple St. Suite # 101 Bellflower, CA 90706 www.MidCitiesEngineering.com Job Address Responsibility 1115 W Highland St 1/16/2025 Page Cover Page Seismic Analysis S1-S2 Anchor Bolt Design A1-A2 Knee Bracing Analysis K1 Guard Rail Design GR1 Foundation Design F1 Base Plate Design BP1 C chanel connection to wall C1 Table of Contents Subject 1115 W Highland St 1/16/2025 !"#$%&'&()*$+,$-./&01.2$*103$.43(&01.2*$5166$)1*/.201273$&0$889:;4<$=>?"@$.2$A3/3<+3($B8C$DEDF GHIHJKLMNOMPQRHSTQU VWXYZ[\]^_`YaXbc`^ deeYWffg hhhiMGTjklHUKMmSnMmHUSHMoUHnMpoMqrstunMvmo w``Yec^XbWfg uuxsusyqinMzhhsx{{hityr |}W~Xbc`^g {rMS €caWfbXa g rtryzhrzty‚tqƒhrƒyqxsi{„ …X†XYe\€‡ Wg mˆTL‰TR ŠW_WYW^ZW\‹`ZŒaW^bg omp szhŽ Šcf \wXbW `Y‡g ‘‘ VcbW\w}Xffg ’zKˆH“lS ”•–—˜™š•›•œšžš›– ŸXaW X}ŒW ‹WfZYc bc`^ mm hxrqu ¡p ¢MjJQ“UKM‰QSTQUM£¤ˆJTQK¥txrL¦ mh txyŽr ¡p ¢MjJQ“UKM‰QSTQUM£¤ˆJTQK¥hxtL¦ m¡m hxiir mTSˆz‰QKTTˆKML¤ˆRSJHlMHRRˆlˆJHSTQUM§Hl“ˆ m¡h ¨MU“ll mTSˆz‰QKTTˆKML¤ˆRSJHlMHRRˆlˆJHSTQUM§Hl“ˆ m’m hxtui ©“‰ˆJTRMLˆTL‰TRMKˆLTjUM§Hl“ˆMHSMtxrLMmo m’h ¨MU“ll ©“‰ˆJTRMLˆTL‰TRMKˆLTjUM§Hl“ˆMHSMhxtLMmo ª«¬«¬®¯°±²«³³´µ´¶ ·¸¹¹—ž—º»•¼™½»¾º›œ•ž—º» ŸXaW X}ŒW ‹WfZYc bc`^ m’p ¨MU“ll mˆTL‰TRMKˆLTjUMRHSˆjQJO ¿H hxr mTSˆMH‰¤lTTRHSTQUMHRSQJMHSMtxrL ¿§¨MU“ll mTSˆMH‰¤lTTRHSTQUMHRSQJMHSMhxtL p¢m txqr{ pQˆTRTˆUSMQMJTLÀM£txrL¦ p¢h txqri pQˆTRTˆUSMQMJTLÀM£hxtL¦ ÁÂÃÄÅ ÆÇÈÉÊÇËÇÉÌÍÎÍÏÉÐÑÇÒÓÔÕÉÌÍÎÍÏÉÖ×ÔØÙÚ 1115 W Highland St 1/16/2025 !" "# $ %$& $'! () **$$# %$& $+, )( #-.$ %/**0 1 0 $& $2 $ 3 %$& '! **$$# %$& +, (( #-.$ %/**0 1 0 $& 2 $ 3 %$& ( $ 3 %& 4567756789:;<5==>?>@ ABCDECFGHIFDJKLJMNICLDBCECDOPDQPADECRHCMIDNKSDFINICDTEDHTMNHDNUCKLUCKIFDITDIBCDVNHGCFDTEDNKSDLCHJKCNIJTKDHJKCFDUNLCDLGEJKWDIBCDXGJHLJKWDMTLCDNLTYIJTKDYETMCFFZD[FCEFDFBTGHLDMTKRJEUDNKS TGIYGIDTXINJKCLDRETUDIBJFDITTHD\JIBDIBCDHTMNHD]GIBTEJISD^NVJKWD_GEJFLJMIJTKDXCRTECDYETMCCLJKWD\JIBDLCFJWKZ `HCNFCDKTICDIBNIDIBCD]AaD^NbNELFDXSDcTMNIJTKD\CXFJICD\JHHDKTIDXCDGYLNICLDITDFGYYTEID]daeDfghhZDiJKLDTGID\BSZ jklmnokpqr ,.$ 3 *0- + 3 0 $2 $s * 3 $ s- - $ -$t *$ $* 3 * u! $$$$*$$$ $$*0*0$0!- $ - $-* $ 0$ t- 13 $0u$*0*0*0 $- $ $$$! $ -- $ -$ - $v $- $$$u-3 1 t - u$*$ - $ w $- $$$ 0- $$- 3 *0-$t *$ +$ $- -$t *$ $$ *0$$-$ +$ - -$t *$ $03*0- 3 * * $ $$* * 3 - *$ $* *0 x - 1115 W Highland St 1/16/2025 STEEL STAIR-A 1115 HIGHLAND ST STEEL STAIR WLL = 100 PSF WD.L = 100 PSF L stringer=12.25 ft WDL = 25 PSF WL.L = 125 PSF L landing=0.00 ft STRINGER W stringer=4.00 ft WD.L = 25 4.00 =100 #/ft W landing=0.00 ft WL.L = 100 4.00 =400 #/ft H=8.33 ft WD.L = 50.0 #/ft (PER ONE STRINGER) WL.L = 200.0 #/ft (PER ONE STRINGER) STRINGER DESIGN DEAD WEIGHT:1225 lbs LANDING DESIGN DEAD WEIGHT:0 lbs TOTAL DEAD WEIGHT:1225 lbs TOTAL WEIGHT OF STAIR + LIVE LOAD ON STRINGER = 6125 lbs 1-SEISMIC DESIGN CALCULATIONS : Calculation for Lateral load V= CsW (Seismic Lateral load) *For non building systems the seismic response coefficient WHERE: 1- Fp = 0.4*ap*SDs*Wp*[1+2(Z/h]/[R/I]ap = 1 (ASCE 13.5-1) SDs =2/3*Sms MAXIMUM:Wp = 2- Fp = 1.6*SDs*Ip*Wp (ASCE 13.3-2)Z = 8.33 h = 8.33 MINIMUM:R =1.5 3- Fp=0.3*SDs*Ip*Wp (ASCE 13.3-3)Ip = 1.5 SHEET OF CALCULATION 12/9/2024 SANTA ANA, CA 92703 DATE PROJECT NAME 1115 HIGHLAND ST SANTA ANA, CA 92703 1225 lbs SUBJECT STEEL STAIR PROJECT ADDRESS **==== * * ** S1 1115 W Highland St 1/16/2025 STEEL STAIR-A SITE LOCATION: Longitude:33.73749 Latitude:-117.8815 Ss=1.293 S1=0.462 SDs=1.035 R=1.5 W=1225 lbs 1- Fp =1521 lbs 2- Fp =3043 lbs MAX. 3- Fp =571 lbs MIN. GOVERNS:1521.5 lbs VERTICAL COMPONENT: Fv = 0.2*SDs*Wp (ASCE 12.4-4) Fv = 254 lbs THE STAIR IS SUPPORTED AT 2 POINTS (STRINGER BASE AND 1-POST) VERTICAL COMPONENT FROM SEISMIC PER 2 POINT SUPPORT = 126.8 lbs VERTICAL COMPONENT FROM SEISMIC PER 1 POST = 126.8 lbs HORIZONTAL COMPONENT FROM SEISMIC PER 2 POINT SUPPORT = 760.7 lbs HORIZONTAL COMPONENT FROM SEISMIC PER 1 POST = 760.7 lbs GRAVITY LOADS:D.L=100 HORIZONTAL COMPONANT D.L :1.91 10.33 8.33 10.33 =708 H 708 517 HD.L=877 lbs THEN HD.L=439 lbs (PER ONE POST)L.L=400 HORIZONTAL COMPONANT L.L :1.91 10.33 8.33 10.33 =2830 H 2830 2066 HL.L=3509 lbs THEN HL.L=1755 lbs (PER ONE POST) PER ONE POST (PER 1 BOLT) TOTAL HORIZONTAL COMPONANT (OWN WT + SEISMIC) = 2954 lbs 739 TOTAL VERTICAL COMPONANT (OWN WT + SEISMIC) = 3247 lbs 812 S2 1115 W Highland St 1/16/2025 Anchor Bolts INPUT DATA & DESIGN SUMMARY CONCRETE STRENGTH fc'=2.5 ksi SPECIFIED STRENGTH OF FASTENER futa =60 ksi (The strength of most fastenings is likely to be controlled by the embedment strength rather than the steel strength, so it is usually economical to use ASTM A307 Grade A fastener.) FACTORED DESIGN TENSION LOAD Nua =1.137 k (*1.4) FACTORED DESIGN SHEAR LOAD Vua =1.034 k (*1.4) EFFECTIVE EMBEDMENT DEPTH hef =10.000 in FASTENER DIAMETER d =0.500 in FASTENER HEAD TYPE 3 Hex ( 1=Square, 2=Heavy Square, 3=Hex, 4=Heavy Hex, 5=Hardened Washers ) DIST. BETWEEN THE FASTENER AND EDGE c =5.625 in [THE FASTENER DESIGN IS ADEQUATE.] SEISMIC LOAD ? (ACI 318-14 SEC 17.2.3)YES ANALYSIS EFFECTIVE AREA OF FASTENER Ase =0.142 in2 BEARING AREA OF HEAD Ab =0.291 in2, ( or determined from manufacture's catalogs.) CHECK FASTENER TENSILE STRENGTH : (ACI 318, SEC 17.4.1.2) =4.793 k >Nua [Satisfactory] where :f =0.75 x 0.75 =0.5625 , (ACI 318-14 SEC 17.2.3.4.4) CHECK CONCRETE BREAKOUT STRENGTH : (ACI 318, SEC 17.4.2.1) =11.923 k >Nua [Satisfactory] where :f =0.75 x 0.75 =0.5625 yc,N term is 1.0 for location where concrete cracking is likely to occur. CHECK PULLOUT STRENGTH : (ACI 318, SEC 17.4.3.1) =3.274 k >Nua [Satisfactory] where :f =0.75 x 0.75 =0.5625 ycp,N term is 1.0 for location where concrete cracking is likely to occur. CHECK SIDE-FACE BLOWOUT STRENGTH : (ACI 318, SEC 17.4.4.1) =13.655 k >Nua [Satisfactory] where :f =0.75 x 0.75 =0.5625 DETERMINE DESIGN TENSILE STRENGTH : =3.274 K CHECK FASTENER SHEAR STRENGTH : (ACI 318, SEC 17.5.1.2) =2.492 k >Vua [Satisfactory] where :f =0.65 x 0.75 =0.4875 (for built-up grout pads, first factor shall be multiplied by 0.8, ACI 318 17.5.1.3) CHECK CONCRETE BREAKOUT STRENGTH FOR SHEAR LOAD : (ACI 318, SEC 17.5.1.2) =3.381 k >Vua [Satisfactory] where :f =0.75 x 0.75 =0.5625 yc,V term is 1.0 for location where concrete cracking is likely to occur. AV / AVo and ycd,V terms are 1.0 for single shear fastener not influenced by more than one free edge. l term is load bearing length of the anchor for shear, not to exceed 8d. PROJECT NAME Single Fastener in Tension and Shear Near an Edge Based on ACI 318-14 MIDCITIES STEEL STAIR SUBJECT LATERAL ANALYSIS PROJECT NUMBER ADDRESS DATE 1115 HIGHLAND ST 12/9/2024 SHEET OF CALCULATION ()ses utanfNAf f= ()()'1.5 , , ,2 0.30.7 241.59 N N cb b efed N c N c N c No efef cA A fN N hhA hf f fy y y = = +   ()' ,8bpncp N cfNAf fy= ()'160 bsb ccfNAff= ()min , , ,n s cb pn sbN N N N Nfffff= 0.6 ses utnfVAff= 0.2 '1.5 , , , ,7V V cb bcd V c V cd V c V c Vo Vo lA A d fV V cdA Af f fy y y y   = =      A3 1115 W Highland St 1/16/2025 Anchor Bolts (Cont'd) CHECK PRYOUT STRENGTH FOR SHEAR LOAD : (ACI 318, SEC 17.5.3.1) =23.847 k >Vua [Satisfactory] where :f =0.75 x 0.75 =0.5625 yc,N term is 1.0 for location where concrete cracking is likely to occur. kcp =2.0 for hef > 2.5 in. DETERMINE DESIGN SHEAR STRENGTH : =2.492 K CHECK TENSION AND SHEAR INTERACTION : (ACI 318, SEC 17.6) Since Nua >0.2 f Nn and Vua >0.2 f Vn the full design strength is not permitted. The interaction equation must be used 0.76 <1.2 [Satisfactory] Summary of Dimensional Properties of Fasteners Effective Gross Area of Area of Threaded Fastener Fastener Heavy Heavy Hardened ( in2 )( in2 )Square Hex Washers 0.250 1/4 0.049 0.032 0.142 0.201 0.117 0.167 0.258 0.375 3/8 0.110 0.078 0.280 0.362 0.164 0.299 0.408 0.500 1/2 0.196 0.142 0.464 0.569 0.291 0.467 0.690 0.625 5/8 0.307 0.226 0.693 0.822 0.454 0.671 1.046 0.750 3/4 0.442 0.334 0.824 1.121 0.654 0.911 1.252 Technical Reference: 0.875 7/8 0.601 0.462 1.121 1.465 0.891 1.188 1.804 1. Ronald Cook, "Strength Design 1.000 1 0.785 0.606 1.465 1.855 1.163 1.501 2.356 of Anchorage to Concrete," PCA, 1.125 1 1/8 0.994 0.763 1.854 2.291 1.472 1.851 2.982 1999. 1.250 1 1/4 1.227 0.969 2.288 2.773 1.817 2.237 3.682 1.375 1 3/8 1.485 1.160 2.769 3.300 2.199 2.659 4.455 1.500 1 1/2 1.767 1.410 3.295 3.873 2.617 3.118 5.301 1.750 1 3/4 2.405 1.900 ---4.144 6.541 2.000 2 3.142 2.500 ---5.316 7.903 HexSquare( in ) Fastener Diameter Bearing Area of Heads, Nuts, and Washers ( Ab ) ( in2 ) ()()'1.5 , , ,2 0.30.7 241.59 N N cp cp b cp efed N c N c N c No efef cA A fV k N k hhA hf f fy y y = = +   ()min , ,n s cb cpV V V Vffff= ua ua n n N V N Vf f+ = A4 1115 W Highland St 1/16/2025 KNEE BRACING (K)(STAIR-A) V =1521 N =2663 STEEL POST KNEE BRACING:P =4841 l =1.5 V (TOTAL) = # OF POSTS H =3423 HEIGHT OF POST: h = HEIGHT OF BRACING: l =h =6.75 USE 4x4 STEEL POST W/KNEE BRACING PER DETAIL 3/S1 FORCE PER POST @ BOTTOM =F = V/nb of post F =761 lbs =761 HORI. COMPONENET OF FORCE IN KNEE BRACING = H =3423 lbs FORCE ON NAILED CONNECTION = P =4841 lbs FORCE AT TOP OF POST = N =2663 lbs CHECK FOR SHEAR ON STEEL WELD: USE STEEL PLATE WELDED TO CANOPY T =3423 lbs Use Weld 3/16 E70 (SMAW) Strength of Weld =2.78 kips/ linear in Lw needed = Tension / Strength of Weld =1.231 in Lw Actual =8 in T Actual =22.24 kips >3.42 kips OK 12/9/2024 SHEET OF CALCULATION 2 6.75 ft LATERAL ANALYSIS PROJECT NUMBER MIDCITIES DATE SUBJECT 1115 HIGHLAND ST PROJECT NAME 1115 HIGHLAND ST SANTA ANA, CA 92703 STEEL STAIR ADDRESS 1.50 ft 1521 lbs K5 1115 W Highland St 1/16/2025 GAURDRAIL Hand Rails and Guard Rail design (Per CBC2022) DESIGN FOR THE GREATER (50 LB/FT OR 200 LBS CONCENTRATED) LATERAL LOAD 200 lb (GREATER)200 SPACING OF POST 4 ft O.C QUARD RAIL HEIGHT 42 in 3.5 ft I)Mc=200 42 8400 #-in T=C=8400 1.5 5600 # CHECK FOR TENSION ON STEEL WELD:(SEE DET 2a) T =5.60 kips Use Weld 3/16 E70 (SMAW) Strength of Weld =2.78 kips/ linear in Lw needed = Tension / Strength of Weld =2.01 in Lw Actual =6 in T Actual =16.68 kips >5.60 kips OK TS 1-1/2"X STRONG @ 4' O.C DESIGN CHECK: S=0.390 IN3 BENDING IN PIPE: fb=8400 0.390 =21538 >21600PSI OK ADDRESS DATE GUARD RAIL DESIGN 12/9/2024 PROJECT NAME SUBJECT PROJECT NUMBER = = == *= = Mp 3' - 6 " 34 " - 3 8 " 11 2" 3 16" GR6 1115 W Highland St 1/16/2025 PROJECT : PAGE : CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY : INPUT DATA & DESIGN SUMMARY AXIAL LOAD OF COMPRESSION P a =7 kips, ASD STEEL PLATE YIELD STRESS F y =60 ksi CONCRETE STRENGTH f c ' =2.5 ksi COLUMN SIZE =>HSS4X4X3/16 BASE PLATE SIZE N =10 in B =10 in AREA OF CONCRETE SUPPORT A 2 =576 in2 (geometrically similar to and concentric with the loaded area.) USE 10 x 10 1/4 in thick plate MIN. ANALYSIS CHECK BEARING PRESSURE (AISC 360-16 J8) 170.00 kips >Pa Where A 1 =100 in2, actual area of base plate.[Satisfactory] Wc =2.50 DETERMINE VALUES OF m, n, n', X , and l (AISC 16th Page 14-5) m = 0.5 (N - 0.95 d) =3.10 in n = 0.5 (B - 0.95 b ) =3.10 in n' = 0.25 (d b )0.5 =1.00 in 0.04 0.21 Where d =4.00 in, depth of column section. b =4.00 in, width of column section. DETERMINE REQUIRED THICKNESS OF BASE PLATE (AISC 16th Page 14-6) 0.19 in Where l = MAX ( m, n, ln' ) =3.10 in Tube Base Plate Design Based on AISC Manual 16th Edition (AISC 360-16) 12/9/2024 1115 HIGHLAND ST SANTA ANA, CA '1 2 1 / 0.85 , 1 , 1.7cp c c f A AMIN MAXP A   = = W   W     ()2 4 , 1c a p db PX MIN Pd b   W  = =  +   2 , 11 1 XMIN Xl = =  + −  min 3.33 a y PltBNF= = BP1 1115 W Highland St 1/16/2025 FOUNDATION ANALYSIS (F) FOUNDATION ANALYSIS AND DESIGN SOIL BEARING PRESSURE IS LIMITED TO (PER TABLE 1806.2-UNLESS A SOIL REPORT IS SUBMITTED) : σ =1500 psf (IN CASE THE FOOTING DEPTH IS EQUAL TO 24" USE 10% INCREASE) 1- CONTINUOUS FOOTING UNIFORM LOAD: 12" WIDE = 15" WIDE = 18" WIDE = 2- CONCENTRATED LOAD ON CONTINUOUS FOOTING LOAD CAPACITY 12" WIDE BY 12" BELOW FINISH GRADE CONCENTRATED LOAD: L = 36 + 3.50 L = 39.5 in W= 3.5 in L = 39.5 x 12 = 474 in x = LBS S.F 15" WIDE BY 18" BELOW FINISH GRADE L = 48 + 3.50 D L = 51.5 in L = 51.5 x 15 = 772.5 in x = LBS S.F L=2*D+W D= FOOTING HIGHT+6" 18" WIDE BY 24" BELOW FINISH GRADE L = 60 + 3.50 L = 63.5 in L = 63.5 x 18 = 1143 in x = LBS S.F 3- CONCENTRATED LOAD ON PAD FOOTING, LOAD CAPACITY 12" DEEP Pall = 2.25 ft x σ Pall = 4 ft x σ 42" SQ Pall = lb 18SQ Pall = 3375 lb 24SQ Pall = 6000 lb 44" SQ Pall = lb 48" SQ Pall = lb Pall = 6.25 ft x σ Pall = 9 ft x σ 54" SQ Pall = lb 30SQ Pall = 9375 lb 36SQ Pall = 13500 lb Pall = 11.11 ft x σ 40SQ Pall = 16665 lb PAD FOOTING DESIGN: ASSUME ALLOWABLE SOIL PRESSURE = 1500 PSF PER TABLE 18-1-1 REACTION STATUS FOUND R CAPACITY 3423 NO FOUND 0.00 FOUNDATION ANALYSIS SHEET OF CALCULATION 5326 ELVIRA RD WOOD HILLSPROJECT NAME SUBJECT PAD DESIGN PROJECT NUMBER ADDRESS DAT 1115 HIGHLAND ST 12/9/202 1500 lb/ft (F1) 24"*24"*24"2.28 S.F 2250 lb/ft 1875 lb/ft PAD AREA 8.73 3.29 5.36 PAD NAME 4937.50 8046.88 13096.88 18375 20166 24000 30375 MEMBERS C6X8.5 POINT LAOD A = R/1500 ft2 σ 144 σ 144 σ 144 F1 1115 W Highland St 1/16/2025 DATE: 7/26/2023 COMPANY: Mid-Cities EngineeringSTRUCALC BUILD: StruCalc Pro DESIGNED BY: Mid Cities EngineersCUSTOMER:REVIEWED BY: Mid Cities EngineersPROJ. ADDRESS:-- PROJECT SUMMARY Project Name: 24-XXX 1115 HIGHLAND ST SANTA ANA, CA 92703 (STEEL STAIR)(12-4-24) Governing Codes:Building Code: 2021 International Building CodeASCE: ASCE 7-16Steel: AISC 360-16Concrete: ACI 318-19Masonry: TMS 402/602-16 Page 1 2021 International Building Code ASDPROJECT: 24-XXX 1115 HIGHLAND ST SANTA AN... Module Location: 4X4X3/16 STEEL POST (STAIR-A)Module Level: StruCalc Members Module Type: Column Material Type: Steel HSS Square HSS4x4x.313 Member Dimensions: 4 in. X 4 in. X 6.75 ft Section Adequacy:77.43% Controlling Factor: Bending-Compression Module Location: EX. C6X8.2 STRINGERModule Level: StruCalc Members Module Type: Floor Beam Material Type: Steel C Shapes C6x8.2 Member Dimensions: 1.92 in. X 6 in. X 12.24 ft Section Adequacy:56.89% Controlling Factor: Moment Y 1115 W Highland St 1/16/2025 PASS DATE: 7/26/2023 COMPANY: Mid Cities EngineersSTRUCALC BUILD: StruCalc Pro DESIGNED BY: Mid Cities EngineersCUSTOMER:REVIEWED BY: Mid Cities EngineersPROJ. ADDRESS: --PROJECT NAME: 24-XXX 1115 HIGHLAND ST SANTA ANA, CA ....--LEVEL: StruCalc Members LOADING: ASDMEMBER NAME: 4X4X3/16 STEEL POST (STAIR-A) CODE: 2021 International Building CodeMEMBER TYPE: COLUMN AISC: AISC 360-16MATERIAL: Steel HSS Square HSS4x4x.313 A500 Gr.B-46 4X4X3/16 STEEL POST (STAIR-A) DIAGRAM COLUMN PROPERTIES Start(ft) 0 End(ft): 6.75 Es x10³ Fy x10³ Fu x10³ Area Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in⁴) (in⁴) (in³) (in³) (in⁴) (in⁶) 29000 46 58 4.1 9.14 9.14 5.59 5.59 15.3 0 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in) Flexure Flexure Compression Compression Cv Cv_WA 173 4651 Compact Compact Non-Slender Non-Slender 1 1 COLUMN DATA Unbraced Length Column End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 6.75 6.75 6.75 0 0 92.57 12.83 12.83 30.11 50.28 1.39 1 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Compressive Force (lbf) Bending-Compression (Unit) PASS/FAIL PASS (93.8%) PASS (78.4%) PASS (94.9%) PASS (77.4%) MAGNITUDE -1863.6 2767.5 4758.5 0.23 STRENGTH 30106.5 12831.3 92574.1 1.00 LOCATION (ft) 5.265 5.197 0 0 AISC CODE G4-1 F7-1 E3-1 H1-1b LOAD COMBO D+0.7E(+) D+0.7E(+) D+L D+0.7E(+) REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE SEISMIC + TOTALZ axis A 1858 2901 0 4759 B 0 0 0 0 Y axis A 0 0 761 761 B 0 0 2662 2662 Reaction Location A BLOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Point (lbf) Point 3423 - 5.25 - SeismicPlus Y Self Weight (lbf/ft) - 14.83 14.83 0 6.75 Dead Z Page 2 2021 International Building Code ASDPROJECT: 24-XXX 1115 HIGHLAND ST SANTA AN... 1115 W Highland St 1/16/2025 LINKED LOAD LIST Type Member Support Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Axial (lbf) EX. C6X8.2 STRINGER B -878.891 -878.891 6.75 6.75 Dead Z Axial (lbf) EX. C6X8.2 STRINGER B -878.891 -878.891 6.75 6.75 Dead Z Axial (lbf) EX. C6X8.2 STRINGER B -1450.316 -1450.316 6.75 6.75 Live Z Axial (lbf) EX. C6X8.2 STRINGER B -1450.316 -1450.316 6.75 6.75 Live Z Page 3 2021 International Building Code ASDPROJECT: 24-XXX 1115 HIGHLAND ST SANTA AN... Member Name: 4X4X3/16 STEEL POST (STAIR-A)1115 W Highland St 1/16/2025 PASS DATE: 7/26/2023 COMPANY: Mid Cities EngineersSTRUCALC BUILD: StruCalc Pro DESIGNED BY: Mid Cities EngineersCUSTOMER:REVIEWED BY: Mid Cities EngineersPROJ. ADDRESS: --PROJECT NAME: 24-XXX 1115 HIGHLAND ST SANTA ANA, CA ....--LEVEL: StruCalc Members LOADING: ASDMEMBER NAME: EX. C6X8.2 STRINGER CODE: 2021 International Building CodeMEMBER TYPE: FLOOR BEAM AISC: AISC 360-16MATERIAL: Steel C Shapes C6x8.2 A36-36 BEAM PROPERTIES Start (ft): 0 End (ft): 12.24 Member Slope: 0/12 Actual Length (ft): 12.24 Es x10³ Fy x10³ Fu x10³ Area depth tw tf bf Ix Iy Zx Zy J Cw (psi) (psi) (psi) (in²) (in) (in) (in) (in) (in⁴) (in⁴) (in³)(in³) (in⁴) (in⁶) 29000 36 58 2.39 6 0.2 0.343 1.92 13.1 0.687 5.16 0.987 0.074 4.7 DESIGN PROPERTIES Lp Lr Flange Web Flange Web (in) (in) Flexure Flexure Compression Compression Cv Cv_WA 27 122 Compact Compact Non-Slender Non-Slender 1 1 BEAM DATA Unbraced Length Beam End Span Length Top Bottom Elev. Diff Pnt/Ω Pnc/Ω Mn/Ω Mn-OOP/Ω Vn/Ω Vn-OOP/Ω Cb Cb-OOP 1 10.33 0 10.33 0 0 0 0 0 0 0 0 0 1 1.91 0 1.91 0 0 0 0 0 0 0 0 0 PASS-FAIL Shear Force Y (lbf) Moment Y (lbf-ft) Deflection Y (in) PASS/FAIL PASS (89.0%) PASS (56.9%) PASS (61.5%) MAGNITUDE -1700.2 3996.3 0.199 (=L/738) STRENGTH 15521.0 9269.5 0.516 (=L/285) LOCATION (ft) 10.282 5.018 5.141 AISC CODE G2-1 F2-1 LOAD COMBO D+L D+L D+L REACTIONS Units for V: lbf Units for M: lbf-ft DEAD LIVE TOTALY axis A 605 998 1603 B 879 1450 2329 C 0 0 0 Reaction Location A B CLOAD LIST Type Name Left Magnitude Right Magnitude Load Start (ft) Load End (ft) Load Type Direction Trapezoidal (lbf/ft) Trapezoidal 200 200 0 12.24 Live Y Trapezoidal (lbf/ft) Trapezoidal 50 50 0 12.24 Dead Y Trapezoidal (lbf/ft) Trapezoidal 63 63 0 12.24 Dead Y Self Weight (lbf/ft) - 8.2 8.2 0 12.24 Dead Y Page 4 2021 International Building Code ASDPROJECT: 24-XXX 1115 HIGHLAND ST SANTA AN... 1115 W Highland St 1/16/2025